ML20210F247
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m SAG.CP4 R3 9
EBASCO SERVICES INCORPORATED Seismic Design Criteria For Cable Tray Hangers For Comanche Peak Steam Electric Station No. 1 c'; '
I l PREPARED l REVIEWED l APPROVED l l PAGES l lREVISIONI BY l BY l BY l DATE l AFFECTED I l l l l l l l l R0 l Document Number SAG.CP3, Rev 3 I 8/26/85 l l l l l l l l l l l l 1 i l l l R1 lR. Sullivan IR. Alexandru lG. Kanakaris 112/20/85 lp. 1, 1 thru 6, l l l l- l l 19, Appendix 1 l 1 i l I i i I l R2 lP. Harrison lF. Hettinger lR. Alexandru l 8/8/86 li,2-5,7-10 l l lH. Schoppmannl l l l Appendices 1, 2 & 31 1 I I I I l 1 i R3 H IF. Hettinger lR. Alexandru l 1/15/87 lP. i, 1 thru 10 l l lH. Schoppmannl g /
Q- l l Appendix 1 cover
!and pages as noted,I l
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l l IAppendix 2 cover l l l l l l land pages as noted,l l l l l l l Appendix 3 cover, l l l l l l l Appendix 4 cover I EBASCO SERVICES INCORPORATED 2 World Trade Center
- New York, NY 10048 COPYRIGHT @ 1985 1477m .
8702110036 870127 5 PDR ADOCK 0500
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SEISMIC DESIGN CRITERIA FOR SAG.CP4 R3 CABLE TRAY HANGERS TABLE OF CONTENTS p
(ql PAGE I. Purpose 1 II. Reference Documents 1 III. Design Parameters for Cable Tray Hangers 2
- 1. Cable Tray Span Length 2
- 2. Cable Tray Loading 2
- 3. Material 3
- 4. Design Loads 3 IV. Seismic Design Approaches, Seismic Input Requirement and 4 Design Acceptance Criteria ,
- 1. -Static Analysis 5
- 2. Equivalent Static Method 8
- 3. Response Spectrum Method , 9 V. Recommendation of Successive Methods to be Used for Design of Cable Tray Rangers 10 Appendices
- 1. Peak Acceleration Tables.
i s- 2. " Structural Embedments" Specification No. 2323-SS-30 Revision 2, prepared by Gibbs & Hill, Inc. including all appendices as follows:
o SS-30 App. 1 Civil Engineering Instruction for the Installation of Hilti Drilled-In Bolts (CPSES Instruction Number CEI-20, Revision 9) -
o SS-30 App. 2 Design Criteria for Hilti Kwik and Super Kwik Bolts o SS-30 App. 3 Design Criteria for Screw Anchors o SS-30 App. 4 Design Criteria for Embedded Plate Strips o SS-30 App. 4W Design Criteria for Embedded Plate Strips (Alternate) o SS-30 App. 5 Design Criteria for Embedded Large Steel Plates o SS-30 App. SW Design Criteria for Embedded Large Steel Plates (Alternate) o SS-30 App. 6 Allowable Load Criteria for 1-1/2 Inch Diameter-A193 Grouted-In Anchor Bolts
- 3. Deleted (Data Transferred to Appendix 2 above) l (
- 4. Maximum Longitudinal Cable Tray Support Span.
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SEISMIC DESIGN CRITERIA FOR_ SAG.CP4 R3 CABLE TRAY HANGERS I. Purpose #
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A cable; tray hanger is classified as a seismic category I structure, and j therefore, it shall be adequately designed for the effect of the postulated seismic event combined with other applicable and concurrent i loads. The design requirements for seismic Category I structures are delineated in Regulatory Guide 1.29. This document provides the seismic design guideline for cable tray hangers of Comanche Peak Steam Electric Station Unit No. 1. These guidelines summarize the design parameters, applicable load combinations and their associated acceptance criteria, the various design approaches and their corresponding seismic input criteria. The following sections describe in detail the guidelines for the seismic design of the cable tray hangers and lists the applicable reference documents. In addition, cable trays shall be design verified per Reference 13 and cable tray clamps shall be design verified per R3 Reference 14. I 1
II. Reference Documents The following lists the documents referenced or prepared by Gibbs & Hill-Inc. which will continue to be used for the design of seismic Category I cable tray hangers for Comanche Peak Steam Electric Station Unit No. 1.
- 1. APPLICABLE CODES AND REGULATORY GUIDES o Regulatory Guide 1.29 - Seismic Design Classification, Rev. 3, September 1978.
o Regulatory Guide 1.61 - Damping Values for Seismic Design of Nuclear Power Plants, October 1973.
,' o Regulatory Guide 1.89 - Qualification of Class 1E Equipment for Nuclear Power Plants, Rev. 1, June 1984.
o Regulatory Guide 1.92 - Combining Modal Responses and Spatial Components in Seismic Response Analyses, Rev. 1, February 1976.
o NUREG 1.75 - Standard Review Plan Section 3.8.4, November 1975.
o AISC - Manual of Steel Construction, 7th Edition, including Supplements No. 1, 2 & 3.
o AWS D1.1 Structural Welding Code.
- 2. Cable tray specification No. 2323-ES-19, Revision 1, dated Nov. 22, 1976.
- 3. CPSES/FSAR Section 3.8.4.3.3 " Load Combinations and Acceptance Criteria for Other Seismic Category I Steel Structures"
- 4. Design Criteria for Cable Tray Supports and Their Arrangement, Gibbs and Hill Calculation Book No. SCS - 113C 3/9-3/24
- 5. Structural Embedments Specification No. 2323-SS-30, Gibbs & Hill Revision 2, June 13, 1986.
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SEISMIC DESIGN CRITERIA FOR SAG.CP4 R3 CABLE TRAY HANGERS
- 6. Design procedure: DP-1 Seismic Category I, Electrical Cable Tray 7 Supports dated June 11, 1984.
(d 7. Refined Response Spectra for Fuel Handling Building, dated Oct. 1985 for SSE and OBE.
- 8. Refined Response Spectra for Reactor Building Internal Structure, dated Jan. 1985 for SSE and Jan. 1983 for OBE.
- 9. Refined Response Spectra for Containment Building, dated Jan. 1985 I
for SSE and Jan. 1983 for OBE.
- 11. Refined Response Spectra for Electrical Building, dated Nov. 1984 for SSE and Nov. 1982 for OBE.
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- 12. Refined Response Spectra for Safeguards Building, dated Nov. 1984 for SSE and Jan. 1983 for OBE.
- 13. Ebasco Comanche Peak SES Cable Tray Hanger Volume I, Book 1, Parts 1, l 2 & 3, General Input Data, Revision 3, Revision 0, and Revision 0, R3 respectively.
i 14. Ebasco document SAG.CP19, Design Criteria and Procedures for Design l p Verification of Cable Tray Clamps for CPSES Units 1 & 2, Rev. 1, R3
- ] 1/15/87.
III. Derign Parameters for Cable Tray Hangers ,
The parameters considered in the design of cable tray hangers are as follows:
, , 1. Cable tray span length "As-built"' span lengths shall be used in the hanger design verification.
- 2. Cable tray loading 2.1 The as-built tray and cable weight (reflecting the actual cable t
fill) and the as-built thermolag or thermoblanket configuration shall be used for design verification of the supports.
2.2 As an alternative to 2.1 if the as-built cable fill is not lR3 available, the maximum loadings listed below may be utilized for the support design verification. However, if by using these maximum loadings the support fails to meet the seismic requirements then the as-built cable fill shall be obtained and the design verification completed in accordance with 2.1.
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SEISMIC DESIGN CRITERIA FOR SAG.CP4 R3 i CABLE TRAY HANGERS .
Tray Size Total Unit Weight (Lbs/ Foot) o s 6" 18 L 12" 35 18" 53 24" 70 30" 88 36" 105 i Note: a. The above data is applicable for both ladder and solid '
bottom types of trays.
i b. The above data is also applicable for various heights of tray side rails.
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- c. The above unit weight includes cable, tray, tray cover, and side rail extension.
- d. The above unit weight does not include fire proofing material weight (Thermolag and Thernoblanket).
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2.3 For trays which are fire proofed, the unit weight of fireproofing to be used is in the " General Instructions For Cable Tray Hanger Analysis". The Configuration (extent) of the fireproofing is shown
. on the as-built drawings.
i 2.4 All cable tray hangers shall be design verified based on "as-built" drawings (ie. hanger members, connection and anchorage details). lR3 l 2.5 All cable tray hanger components (members, connections, base angles, base plates, embedded plates and anchor bolts) are design verified.
{ 3. Material 1
- a. Support structure is ASTM A36 l b. Expansion anchors are Hilti Kwik and Super Kwik Drilled-in bolts f c. Screw anchors are Richmond inserts
! d. Embedded plates (strip and area plates) are ASTM A36
! 4. Design loads
- The cable tray hangers shall be designed for the following loads and load combinations
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- a. Load definitions 7
! Normal loads, which are those loads encountered during normal j' plant operation and shutdown, include D -
Dead loads and their related moments and forces.
i L - Live load equals zero. lR3 i
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r SEISMIC DESIGN CRITERIA FOR SAG.CP4 R3 CABLE TRAY HANGERS To - Thermal effects and loads during normal operating or p) g_
shutdown conditions, based on the most critical transient or steady state condition.*
Severe environmental load includes:
F,qo - Loads generated by the operating basis earthquake R3 including secondary wall displacement effects.
Extreme environmental load includes:
F,q, - Loads generated by the safe shutdown earthquake IR3 including secondary wall displacement effects. l
- Except for anchorage components, accident temperatures (Ta) are l not considered in design verification per CPSES FSAR (Pg. 3.8-83 l and 3.8-110). Accident thermal loads on anchorages are considered generically by studies. Furthermore, per AISC Manual of Steel .R3 Construction (Pg. 6-9), no reductions in Fy are required for temperatures up to 700*F. ,
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- b. Load combinations The following load combinations shall be considered in design of cable tray hangers:
1.
- 11. D D ++ LL ++ F,q+o To = S = 1.5S F eqo iii. D + L + To + F eqs = 1.6S where S is the required strength based on elastic design methods and the allowable stresses defined in Part 1 of the AISC " Specification for the Design, Fabrication, and Erection of Structural Steel for Buildings" (published in the Manual of Steel Construction, seventh edition). In no l R3 case shall allowable stress exceed 0.90 F y for normal tensile stresses and 0.50Fy for shear stresses. l IV. Seismic Design Approaches, Seismic Input Requirement, and Design Acceptance Criteria There are several analytical methods available which will be used in design or design verification of cable tray hangers. Because the level of sophistication is not the same for each method, the seismic input requirement must vary in order to compensate for whatever the method lacks in sophistication, and therefore the conservatism of results associated with each analysis method also varies.
For span layouts not in conformance with Appendix 4 of this design criteria, design verification may be performed by the Response Spectrum Method (Section IV.3) or, if appropriate, by the Equivalent Static Method (Section IV.2) per Attachment Y of the General Instructions.
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SEISMIC DESIGN CRITERIA FOR SAG.CP4 R3 CABLE TRAY HANGERS The following procedures describe the three (3) most acceptable methods:
em static analysis, equivalent static method, and response spectrum method.
) The seismic input criteria for each analysis method is also addressed.
IV.1 STATIC ANALYSIS
- a. Finite Element Model A 3-D model shall be prepared to represent cable tray hangers. An offset or eccentricity due to the assemblage of various types of structural members and/or transmission of loads shall be considered in the preparation of the computer model.
Boundary conditions at anchorage points shall properly represent the lR3 actual anchorage condition. I
- b. Cable Tray Loading The total cable tray loading for each run shall be calculated based on Paragraph III.2 above and the actual tray span lengths which are shown on the Span Iength Sketches obtained from the site.
The cable tray loading shall be lumped as a nodal weight at the actual location on the tier and, if not known, at such a location on the tier that it will induce the worst member stress responses and the maximum anchorage reactions.
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- c. Seismic Input "g" Values For a static analysis the peak spectral "g" values from the 4%
damping OBE curves and the 7% damping SSE curves which were generated at the mounting locations of cable tray hangers shall be used multiplied by a coefficient to account for multimode response.
These peak spectral "g", values for various buildings and different floor elevations can be found in Appendix 1. For the case where the hangers were supported off the wall, the envelope of the response spectrum curves for the floor immediately above and below the hanger lR3 location shall be used. The required seismic design "g" values in I three (3) orthogonal directions are 1.25 (multimode response multiplier-MRM) times the peak spectral "g" values.
- d. Static Analysis The seismic load effect on the cable tray hangers will be treated as a static load. The dynamic effect from both seismic event and response characteristics of support structure are conservatively considered by using the 1.25 times the peak spectral "g" value as an input. However, for transverse type cantilever and trapeze cabic tray hangers, the seismic load effect due to the hangers self-weight in the longitudinal direction (direction parallel to tray run) shall be determined by multiplying the spectral "g" value corresponding to the CTH fundamental (lowest) longitudinal frequency by 1.25 regardless f
of whether that frequency is to the left or right of the peak response i frequency.
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SEISMIC DESIGN CRITERIA FOR SAG.CP4 R3 CABLE TRAY HANGERS If the cable tray hanger is attached to a steel structure, use 1.5 times the peak spectral "g" value and a fixed base boundary
()
i._,/ condition.
The static analysis shall be performed for the following load cases individually:
i) Dead load
- 11) Seismic load in vertical direction 111) Seismic load in transverse direction iv) Seismic load in longitudinal direction v) Thermal load if any Note: Seismic load includes both OBE and SSE events.
- e. Analysis Results The following maximum responses shall be obtained for each load combination:
- 1) Maximum member stresses (bending, axial and shear) and nodal lR3 displacements shall be obtained. The stresses and displacements l resulting from the simultaneous effect of three earthquake
(,-) components shall be obtained by using the SRSS method.
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- 11) Maximum anchorage reactions shall also be obtained by usi'ng SRSS method to account for the simultaneous effect of three earthquake components.
- f. Seismic Design Acceptance of Cable Tray Hangers and their Anchorages The cable tray hangers and their anchorages are considered to be acceptable when the structural member and connection stresses and the anchorage reactions, which are induced by the load combinations described in Sections III.4.b, are within the allowable stress limits and allowable anchorage carrying capacity. The following describes the acceptance criteria for both support structure and anchorages:
- 1. Support Structure The structural member seismic design acceptance shall be evaluated using AISC interaction formula with modification for various load combinations as follows:
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SEISMIC DESIGN CRITERIA FOR SAG.CP4 R3 CABLE TRAY HANGERS (fa Fa
,fbx Fbx fby Fby) 4 1.0 f r 1 ad combination III.4.b.i f r load (88Fa Fbr + fbx ,Fby fby) 41.5 combination III.4.b.ii fa for load (Fa , fbx Fbr , fby)
FbyZ~ 1. 6 combination III.4.b.iii f4F y y for load combination III.4.b.i f yd l.5F y 4- 0.50 Fy for load combination III.4.b.ii lR3 f yd 1.6 Fy $ 0.50 Fy for load lR3 combination IV.4.b.iii where fa = axial stress fy = shear stress fbi = bending stress Fa, Fbi and Fy = allowable stresses for axial, bending and shear stress, per AISC 7th edition, and in all cases no more than 0.90 Fy for normal stress R3 and 0.50 Fy for shear stress.
- 11. Anchorage (anchors) o Kwik-bolt and Super Kwik-bolt.
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The design criteria and allowable loads for above driven-in -
bolts are tabulated in Appendix 2.
o Screw Anchors.
The design criteria and allowable loads for screw anchors are contained in Appendix 2. When a redline drawing does not identify the bolt / thread rod material in a Richmond Insert, A-36 material shall be assumed in the cable tray hanger design verification.
Note: 1. The allowable loads for Hilti expansion anchors for the load combination involving OBE are the load j
capacities corresponding to a safety factor of 5, and for the load combination involving SSE are the load capacities corresponding to a safety factor of 4.
i 2. The safety factors for Richmond Anchors are 3.0 for both lR3 l OBE and SSE. I i
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- 3. Prying action on anchor bolt, if any, shall be included. The effects of the flexibility of the base plate on the anchor bolt shall be considered.
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SEISMIC DESIGN CRITERIA FOR SAG.CP4 R3 CABLE TRAY HANGERS
- 4. For floor-mounted CTHs in building areas with concrete T topping, the actual anchor bolt embedded length (as
- \ . - determined from the redline drawing) shall be reduced by two inches (2") to account for the topping.
IV.2 EQUIVALENT STATIC METHOD
- a. Finite Element Model See Section IV.1.a
- b. Cable Tray Loading See Section IV.1.b
- c. Seismic Input "a" Value
- 1. The fundamental (lowest) frequency of cable tray hanger (fh) shall be determined in each of three (3) orthogonal directions separately.
ii. Determine the frequency of cable tray itself corresponding to the actual span length (fe) in each of three (3) orthogonal directions separately.
iii. Determine the system frequency using the following conservative formula:
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- fsys 2"7*7 f, f h Whenef or fh are 33 H g or larger this tern's contribution to the system frequency may be disregarded.
The above system frequency will be calculated for each of three (3) orthogonal directions separately.
iv. Obtain the spectral "g" value corresponding to the system frequency (fsys) for each direction separately when fsys is on the right side of the peak response frequency. If'isys is at the left side of the peak frequency, the peak spectral "g" value shall be used (except as noted in Section IV.1.c & d).
- v. Determine the required seismic design "g" values for the cable tray hanger by multiplying 1.25 to the above "g" value (obtained in Step iv) to account for multimode response (except as noted in Section IV.1.c & d).
- d. Equivalent Static Method The stress analysis for the cable tray hangers shall be performed on the 3-D finite element model using the "g" value obtained in Step c.
O The load cases which shall be considered are the same as those listed in Section IV.1.d.
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SEISMIC DESIGN CRITERIA FOR SAG.CP4 R3 CABLE TRAY EANGERS
- e. Analysis Results q
\ ,) See Section IV.1.e.
- f. Seismic Design Acceptance of Cable Tray Hangers and their Anchorages See Section IV.1.f.
IV.3 RF.SPONSE SPECTRUM METHOD
- a. 3-D Model of Cable Tray and Tray Hangers Construct a 3-D model of tray systems which include and therefore simulate the dynamic behavior of cable tray itself and cable tray hangers.
In order to adequately simulate the seismic response of the cable tray system, a minimum of 4 cable tray spans shall be included in the model, with two spans on each side of the hanger under consideration. The cable tray will be represented by a beam type finite element in the 3-D model, with properties obtained from tray Vendor's static load test report.
The stiffness of longitudinal supports shall also be considered and simulated by a spring constant attached to the ends of 3-D model.
- b. Frequency Analysis I,_,\
\# Perform a frequency analysis on the above 3-D model which includes R3 all modes up to 33 Hz. Total modal mass shall be 90% of the total mass. If it is not, the residual mass shall be multiplied by the largest spectral acceleration at or beyond the cut-off frequency and applied as a rigid body force on the structure.
- c. Spectral Analysis Perform seismic response analysis for the above 3-D model using the appropriate floor response spectrum as an input. NRC Reg. Guide 1.92 shall be followed in calculating the modal response.
The 4% damping of OBE curves and 7% danping of SSE curves shall be used as an input for each direction separately. Seismic responses are obtained directly from these analyses using modal superposition per NRC Reg. Guide 1.92.
- d. Response Spectra Analysis The stress analysis for cable tray hangers shall be performed on the IR3 3-D finite element model using the "g" value obtained in Step c. The l load cases which shall be considered are the same as those listed in l Section IV.1.d.
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SEISMIC DESIGN CRITERIA FOR SAG.CP4 R3
. CABLE TRAY HANC ES
- e. Analysis Results
-See Section IV.1.e
- f. Seismic Design Acceptance of Cable Tray Hansers and their Anchorstes See Section IV.1.f.
V. Recommendation of Successive Methods to be Used for Design of Cable Tray Hansers The cable tray hangers may be designed or design verified by a static analysis method first (1V.1). If the cable tray hangers fail to meet the seismic requirement under this most conservative method, a refined analysis method of equivalent static method (IV.2) shall be used. If the cable tray hangers still fail to meet the design criteria, then the response spectrum method (IV.3), may be used. The response spectrum method approach simulates better the dynamic behavior of the cable tray system under the effect of the postulated seismic event and thus may produce seismic responses of the structural system closer to reality.
Therefore, by response spectrue method, the conservatism associated with the seismic response obtained from static analysis and equivalent static method can be reduced to a minimus.. In conclusion, if the cable tray hingers still fail to pass the acceptance criteria by a spectral response analysis, a much more refined analysis such as a time history analysis method.can be used. A procedure for such analyses will be given, should the need arise.
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l g-T APPENDIX 1 Peak Acceleration Tables O
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SEISMIC DESIGN CRITERIA FOR SAG.CP4 R3 CABLE TRAY HANGERS O 1. Reactor Building Internal Structure l
Floor- l Peak "g" Value Elevation l OBE I SSE l 2% l 4% 1 3% 1 7%
l l l (Pt) l H V lH V IH V H V I I I I 905.75 l 4.23 2.17 l 2.95 1.54 5.01 3.19 2.99 1.94 I I
'885.50 3.45 2.05 l 2.41 1.45 1 4.11 3.01 1 2.45 1.82 I I 860.00 l 2.47 1.90 1.73 1.34 2.97 2.79 1.78 1.68 l ;l 832.50 l 1.41 1.75 l 0.99 1.23 1.75 2.58 1.08 1.53 1
808.00 1 0.80 1.62 1 0.54 1.14 l 1.09 2.40 1 0.67 1.41 I I I I 783.58 1 0.70 1.50 1 0.47 1.06 l 1.03 2.23 0.54 1.31 Q l I I l
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SEISMIC DESIGN CRITERIA FOR SAG.CP4 R3 CABLE TRAY HANGERS
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- 2. Safeguard Building l
Floor l Peak "a" Value Elevation l OBE I SSE l 2% I 4% l 3% l 7%
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. (Ft) l H V H V lH V l H V I I I I 896.5 13.29 2.18 1 2.28 1.5 14.25 2.85 2.45 2.01 1 I I 873.5 13.09 2.36 l 2.08 1.64 13.87 3.38 l 2.26 2.21 1 I I l 852.5 !2.34 2.18 l 1.61 1.46 13.00 3.16 l 1.75 2.04 1 I 831.5 11.64 1.90 1.14 1.30 l 2.15 2.83 1.16 1.81 I I 1 810.5 11.01 1.83 1 0.70 1.26 11.52 2.74 0.86 1.75 790.5 l0.61 1.47 0.43 1.05 0.94 2.78 0.62 1.46 785.5 10.55 1.42 0.39 1.02 0.88 2.21 0.57 1.41 773.5 0.47 1.32 l 0.33 0.95 10.73 2.06
- 0.48 1.31 1 I i Note Safe 8uard Building Peak "g" values are applicable to the Diesel Generator Area of that building.
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- 3. Electrical Building i
Floor Peak "a" Value Elevation OBE I SSE l 2% l 4% l 3% 7%
(Pt) H V H V H V- H V
\ l l 873.33 12.54 1.93 l 1.79 1.32 13.09 2.90 1.85 1.77 I I i 854.33 12.22 1.91 l 1.57 1.31 12.71 2.88 1.62 '1.77 I I 830.00 1.57 1 77 l 1.11 1.22 1.94 2.68 1.16 1.65 I
807.0 '1.02 1.84 l 0.72 1.26 1.50 2.78 0.87 1.70 '
1 1 1 778.0 'O.71 1.75 l 0.51 1.26 1.08 2.77 0.63 1.69 I
O Note See sheet 4.1 of Appendix 1 for clarification of column lines defining the Electrical Building.
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SEISMIC DESIGN CRITERIA FOR SAG.CP4 R3 CABLE TRAY HANGERS
- 4. Auxiliary Building i
Floor l Peak "g" Value Elevation OBE I SSE 2% l 4% l 3% l 7%
l l l l t
- (Ft) i H V IH V lH V I H V t
, I I I I ,
899.50 13.78 2.72 l 2.66 1.71 14.57 3.69 2.72 2.11 1 I I 886.50 13.27 2.57 l 2.32 1.63 13.99 3.68 2.36 2.16 l l , .
873.50 12.77 2.39 i 1.98 1.66 3.41 3.76 l 2.02 2.22 I I I I 852.50 12.25 2.36 l 1.66 1.64 12.87' 3.71 ~ 1.72 2.13 I I l 831.50 11.69 2.26 1 1.22 1.58 12.25 3.40 l 1.36 2.02 I I I I 810.50 11.01 2.12 1 0.71 1.43 11.40 3.09 l 0.82 1.88 790.50 10.74 1.91 0.53 1.34 11.20 3.01 1 0.68 1.84 I I 1 I
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Note: See sheet 4.1 of Appendix 1 for clarification of column lines defining the Electrical Building i ,
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SEISMIC DESIGN CRITERIA FOR SAG.CP4 R3 CABLE TRAY HANGERS
- 4.1 -
The Electrical Building response spectra shall be utilized for all R3 CTHs located within the building area boundaries defined by column rows 5-A, 1.9-A, A-A, and E-A.
N E-A
' l l l UNIT 1 l ELECTRICAL BUILDING l l A-A 5-A 1.9-A The specific building room numbers included in the present Unit 1 scope are as follows:
Arch Room No.
Floor Elevation 778'-0 113 115
, 115A
'u 792'-0(Part Plan) 119 121
- 122
. 125 129 807'-0 133 840'-6 148B- R3 148D 854'-4 150 l 150A lR3 151 151A l
Note that even though the " Unit 1 CTH Program Scope for As-Builts" identifies these Room Nos. as Auxiliary Building, review of the Architectural drawings indicates that these rocms are physically located in the Electrical Building.
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SEISMIC DESIGN CRITERIA FOR SAG.CP4 R3 CABLE TRAY HANGERS O 5. Fuel Handling Building I
Floor l Pgaic"g"Value Elevation l OBE l SSE 2% l 4% I 3% l 7%
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l i I (Ft) l H V lH V lH V lH V I I I I 918.0 13.56 1.47 l 2.30 0.98 14.52 2.13 2.70 1.29 I I l 899.50 1 3.12 1.49 2.02 1.02 4.13 2.21 2.47 1.34
, 860.0 11.58 1.34 l 1.14 0.94 12.35 2.05 l 1.46 1.26 I I I I l 841.0 11.39 1.24 1 0.97 0.88 11.89 1.90 l 1.24 1.19
- l I . I I l 825.0 11.19 1.18 l 0.84 0.84 11.82 1.83 1.08 1.17 I I I 810.50 11.02 1.08 l 0.72 0.76 1.56 1.71 1 0.92 1.12 i
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SEISMIC DESIGN CRITERIA FOR SAG.CP4 R3 CABLE TRAY HANGERS
- 6. Containment Bldg i
Floor l Peak "a' Value Elevation l OBE i SSE I 2% l 4% 1 3% 1 7%
(Ft) H V H V H V lH V I I I i 1000.50 13.70 3.44 l 2.39 2.23 4.35 4.03 2.49 2.51 1 I 950.58 12.85 2.69 l 1.85 1.76 13.39 3.23 l 1.98 2.09 I I I I 905.75 12.10 2.01 l 1.36 1.39 12.53 2.90 l 1.52 1.83 I I I I 860.00 11.32 1.81 1 0.87 1.28 11.66 2.67 l 1.05 1.58 I I i 805.50 10.86 1.62 1 0.59 1.14 11.15 2.40 1 0.72 1.42 I I I l 783.58 10.78 1.50 1 0.53 1.06 11.04 2.23 0.65 1.31 O i i O
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SEISMIC DESIGN CRITERIA FOR SAG.CP4 l CABLE TRAY HANGERS lR3 -
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APPENDIX 2 STRUCTURAL EMBEDMENTS l Appendices from Specification No. 2323-SS-30 Rev 2 1
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Notes: 1 This is a Gibbs & Hill document incorporated in the Design l
, Criteria without any changes except that typographical errors lR3 1 in Appendix 2, page 4 of 9 were corrected. !
2 When a redline drawing does not' identify the bolt / threaded rod material in a Richmond Insert, A-36 material shall be assumed in the cable tray hanger design verification.
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TEXAS UTILITIES SERVICES INC.
AGENT FOR TEXAS UTILITIES GENERATING COMPANY ACTING FOR DALLAS POWER & LIGHT COMPANY TEXAS ELECTRIC SERVICE COMPANY TEXAS POWER AND LIGHT COMPANY COMANCHE PEAK STEAM ELECTRIC STATION UNITS No. 1 & 2 .
s STRUC* URAL EMBEDMENTS _
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Specification No. 2323-S5-30 Revision 2 June 13, 1986 Page i STRUCTURAL EMBEDMENTS CONTENTS SECTION TITLE PAGE 1.0 SCOPE 1 1.1 DRILLED-IN EXPANSION BOLTS 1 1.2 SCREW ANCHORS AND' EMBEDDED PLATES 1 2.0 INSTALLATION OF E!LTI EXPANSION BOLTS 1 2.1 GENERAL REQUIRE!".ENTS 1
() 2.2 2.3 EXPANSION BCLT SPACING INTERFERENCE WITH STRUCTURAL 2
2 REINFORCING STEEL 2,,. 4 CUTTING STRUCTURAL REINFORCING STEEL 2 2.5 SETTING EXPANSION BOLTS 2 3.0 INSPECTION 3 3.1 INSPECTION OF EXPANSION BOLTS 3 4.0 REPAIR OF EXPANSION BOLT FAILURES 3 4.1 EXPANSION BOLT SLIPPAGE, LOOSENING, 3 PULLOUT OR FAILURE (RUPTURE, DISTORTION, DEFORMATION) .
4.2 CONCRETE SHEAR CONE FAILURE 3 5.0 REPAIR OF DAMAGED CONCRETE . 4
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() Gibbs & Hill, Inc.
Specification No. 2323-55-30 Revision 2 June 13, 1986 Page ii i
SECTION TITLE PAGE 6.0 DESIGN 4 6.1 DESIGN CRITERIA FOR EXPANSION BOLTS 4 6.2 DESIGN CRITERIA FOR SCREW ANCHORS 4 6.3 DESIGN CRITERIA FOR EMBEDDED STEEL 4 PLATE STRIPS 6.4 DESIGN CRITERIA FOR EMBEDDED LARGE 4 STEEL PLATES 7.0 QUALITY ASSURANCE 4 l 7.1 SCREW ANCHORS AND EMBEDDED PLATES 4
($3) 7.2 DRIttED-IN EXPANSION BOLTS s APPENDIX 1 CIVIL ENGINEERING INSTRUCTION FOR THE INSTALLATION OF HILTI DRILLED-IN BOLTS (CPSES INSTRUCTION NUMBER CEI-20, REVISION 9)
APPENDIX 2 DESIdN CRITERIA FOR HILTI KWIK AND SUPER KWIK BOLTS APPENDIX 3 DESIGN CRITERIA FOR SCREW ANCHORS APPENDIX 4 DCSIGN CRITERIA FOR EMBEDDED PLATE STRIPS APPENDIX 4W DESIGN CRITERIA FOR EMBEDDED - f2 EUV 2 PLATE STRIPS (ALTERNATE)
APPENDIX 5 DESIGN CRITERIA FOR EMBEDDED LARGE STEEL PLATES APPENDIX SW DESIGN CRITERIA FOR EMBEDDED LARGE STEEL PLATES (ALTERNATE) - f2 EEV l2 APPENDIX 6 ALLOWABLE LOAD CRITERI A FOR l-1/2 INCH DIAMETER-A193 GROUTED-IN ANCHOR BOLTS O
C Cibbs & Hill, Inc.
Specification No. 2323-SS-30 Revision 2 June 13,.1986 .
Page iii The following DCA's have been incorporated into Revision 1 of Specification.2323-SE 10 as follows:
DCA No. Rev. No. Section No.
12411 O Appendix 4 13194
- O Appendix 3 13215 0 Appendix.4.
15338 1 Appendix 6 15883 0 Sect. 2.5
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Specification No. 2323-55-30 Revision 2 June 13, 1986 Page 1 STRUCTURAL EMBEDMENTS 1.0 SCOPE 1.1 DRILLED-IN EXPANSION BOLTS This Specification covers the design criteria for the use of drilled-in expansion bolts and the requirements for furnishing all equipment, labor and materials necessary for the installation of drilled-in expansion
. bolts in existing structural concrete. The drilled-in expansion belts shall be Hilti Kwik-Bolt and Super Kwik-Bolt Anchors (including nuts and washers) as furnished by Hilti Fastening Systems.
1.2 SCREW ANCHORS AND EMSEDDED.FLATES I h. This Specification covers the design criteria for the
\m / use of screw anchors and steel plates embedded in cencrete to which miscellaneous hangers and other structural supports are attached. Screw anchors are Richmond Structural Connection Inserts as furnished by Richmond Screw Anchor Co., Inc. Installation of screw anchors and fabrication and installation of embedded plates are as shown on the engineering drawings.
2.0 INSTALLATION OF HILTI EXPANSION BOLTS 2.1 GENERAL REQUIREMENTS The expansion bolts shall be installed in strict l accordance with the installation instructions and procedures as developed and recommended by Hilti Fastening Systems and the requirements of this Specification. Where Hilti requirements conflict with requirements of this Specification, the Specification shall govern.
l- .2. 2 EXPANSION BOLT SPACING l
Unless otherwise specified on design documents, j expansion anchors shall not be spaced closer than 10 anchor diameters. The minimum anchor spacing between two (2) unequal sized bolts shall be the sum of s' (5) respective bolt diameters as shown in Attachment 1 cf Appendix 1 of this Specification. For expansion bolt
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O Gibbs & Hill, Inc.
Specification No. 2323-SS-?O Revision 2 June 13, 1986 Page 2 spacing less than that required by Attachments 1, 2 and 3 to Appendix,1 of this Specification Engineering approval shall be obtained prior to installation of the expansion bolt.
2.3 INTERFERENCE WITH STRUCTURAL REINFORCING STEEL Where interference between the expansion bolt and reinforcement is encountered, the bolt location shall be
~
adjusted within tolerances as noted on design drawings to avoid such interference. In no case shall reinforcement steel be cut without prior approval of the
- Engineer.
2.4 CUTTING STRUCTURAL REINFORCING STEEL Rebar cutting procedure, where permitted by the i
n Engineer, shall be in accordance with CEI-20 (Appendix 1 cf this Specification).
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2.5 SETTING EX?ANSION 3CLTS i
Exnansion bolts shall be set bv tichtening the nut to the required torque value as given in CEI-20 (Appendix 1 of this Specification.) These torques are the minimum values required to obtain, without slippage, a minimum static tensile te st load capacity of 115 percent of the allowable tensile working load given in Tables 1 and 2 of Appendix 2 of this Specification for a factor of safety of 5.
Torque values for other allowable tensile working loads shall be established by on-site testing 2.5.1 Setting (torque) verification of e::pansion anchors, if not at time of installation of the expansion anchor, shall be as follows:
Setting verification shall be by application of the torque as specified in 3.1.4.1 of CEI-20 (Appendix 1) during the verification process. Nut may turn additionally due to the initial relaxation. Torque mus ,
be obtained prior to nut bottoming out in the threads.
Frequency of verification shall be per applicable site QA/QC procedures and instructions.
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' \ Gibbs & Hill, Inc.
Specification No. 2323-S5-30 Revision 2 June 13, 1986 Page 3 3.0 INSPECTION 3.1 INS?ECTION OF E'~.?ANSION SOLTS All installed expansion belts shall be visually '
inspected for proper size, embedment length, and thread i pro]ection above top of nut, and for possible cracks, distortions and damaged concrete.
4.0 REPAIR OF EXPANSION BOLT FAILURES All expansion belts that, during installation or after inspect on fail to meet the requirements of this Specification shall. be repaired as follows by the Contracter, unless otherwise directed by the Engineer.
i 4.1 EXPANSION BOLT SLI?? AGE, LOOSENING, PULLOUT OR FAILURE (x $ (a..-_..- vr .rc .. ,..-e--..eN, s -s .v C e_ : 0 e.. ...
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b 4.1.1 For expansien bolts that slip, loosen, pull out, or fail, using appropriate equipment, the existing anchor bolt hole shall be redrilled in accordance with Appendix 1 of this Specification.
4.1.2 For cases in which the bolt can not be removed, the bolt-shall be cut flush with the concrete surface driven back into the hole and the surface of the concrete patched as
- equired by this Specification.
l I 4.2 CONORETE SEEAR CONE FAILURE For concrete shear cone failure, using appropriate
! equipment, the existing anchor bolt hole shall be l
redrilled so that the new embedment depth is 4-1/2 anchor diameters for Kwik bolts and 6-1/2 anchor l diameters for Super Kwik bolts greater than the previous
! e= bedded depth. As an alternate the expansion bolt may be relocated, however the damaged concrete shall still be repaired.
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Specification No. 2323-55-30 l Revision 2 -
June 13, 1986 Page 4 5.0 REPAIR OF DAMAGED CONCRETE Repair of damaged concrete shall be in accordance with Specification 2323-55-9
- and Appendix 1 of this Specification.
6.0 DESIGN 6.1 DESIGN CRITERIA FOR EXPANSION BOLTS Design criteria for use of Hilti Kwik- and Hilti Super Kwik-Bolts are provided in Appendix 2 of this Specification.
6.2 DESIGN CRITERIA FOR SCREW ANCHORS Design criteria for use of Richmond structural c connection inserts are provided in Appendix 3 of this Specification.
6.3 DESIGN CRITERIA FOR EMBEDDED STEEL PLATE STRIPS 6.3.1 Design criteria for the use of embedded steel plate j strips are provided in Appendix 4 of this Specification.
- 6.3.2 Alternative design criteria for the use of embedded steel plate strips are provided in Appendix 4W of this Specification. Appendix 4W is a Westinghouse generated _EEV E document. The design methodology, assumptions, procedures and summary of results are provided in Westinghouse document WCAP 10923 dated 8/30/85.
6.4 DESIGN CRITERIA FOR EMBEDDED LARGE STEEL PLATES 6.4.1 Design criteria for the use of embedded large steel plates are provided in Appendix 5 of this Specification.
6.4.2 Alternative design criteria for the use of embedded large steel plates are provided in Appendix 5W of this -Rs.y 2 Specification. Appendix SW is a Westinghouse generated ,
document. The design methodology, assumptions, procedures and results are provided in Westinghouse ,
, document WCAP 10923 dated 8/30/85.
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Specification No. 2323-55-30 Revision 2
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~7.0 QUALITY ASSURANCE ,
7.1 SCRD.' ANCHORS AND EMBEDDED PLATES Quality assurance recuirements for use of Richmond structural connection inserts and embedded plates shall be in accordance with site engineering procedures.
i RE.V E 7.2 DRILLED-IN EXPANSICN 3CLTS -
I 7.2.1 MIdMFACTURER'S REQUIREMENTS .
Hilti Kwik-Bolts Super Kwik-Bolts shall be supplied by
, the manufacturer with a certification of comeliance a responsible person wid.in the f
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signed and dated by
=anufac urer's organization. This certification shall-state that the Eilti Kwik-Bolts and Super Kwik-Bolts i furnished under the purchase crder are manufactured in
- accordance with Hilti Catalog Supplement #E-390B, dated 4/77. In addition, the certifiation shall state the a grade of material used, part numbers, and number cf each part number covered by the certification.
I All materials furnished may be subject to confirmatory testing by the Contractor to assure that the cuality of the material is consistent with the specifications
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listed in the above mentioned catalog.
7.2.2 INSTALLATION REQUIREMENTS Quality Assurance Installation Requirements shall be in accordance with Appendix 1 of this Specification.
7.2.3 DESIGN Quality assurance requirements for use of drilled-in expansion bolts shall be in accordance with site engineering procedures. -
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l I INSTALLATION OF "HILTI" DRILLED-IN BOLTS CE!-20 REVISION 9 ,
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BROUN & ROOT, INC. PROCEDURE EFFECTIVE O CPSES NUMBER REVISION DATE PAGE CEI-20 12/16/83 1 of 12
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ORICINATOR h C /2-//, 83 TITI.E: ' Dats REVIEWED BY: No a , . M _ _ _-r sLe /J . /t . 0 3
- INSTALLATION OF
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2.1 PURPOSE
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2.2 SCOPE 2.3 RESPONSIBILITY EL E!54;!$dbi lJ"h. Y _
O 3.0 PROCEDURE 3.1 INSTALLATION 3.1.1 Locating Bolts //*7
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'* 3.1.2 Drilling Holes 3.1.3 Marking Bolts 3.1.4 Setting Bolts 3.1.5 Repair of Broken Concrete and Abandoned Holes 3.1.6 Modification 3.1.7 Rawork of Bolts in 2-inch Concrete Topping Areas 3.2 INSPECTION 0.11 - ATTACEME;rrS No . 1 Minimum Spacing Between Hilti Expansion Bolts No. 2 Minimus Bolt Clearances No. 3 Minimum Clearances to Embedded Plates No. 4 Langth Identification System
1.0 REFERENCES
1.1 B&R Construction Procedure 35-1195-CCP-12, Concrete Patching.
Finishing and Preparation of Construction Joints" 1.2 IM-13966, "Hilti Kvik-Bolt Testing Program".
1.3 TUF-4593. (May 22, 1978) 1.4 B&R Quality Assurance Procedure CP-QAP-16.1, " Control of Nonconforming Items".
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3R0100 & ROOT, IE. IMSTRUCTION EFFETIVE NUMBER REVISION QATE PAGE
. CPSES JOB 35-1195 CEI-20 9 12/16/83 2 of 12 1.5 TUSI Procedure No. CPP-EP-1, " Procedure for Preparation of Design Changes".
1.6 35-1195-IEI-13. B&R Instruction " Calibration of Micrometer Torque Wrenches". ' '
1.7 CP-QP-11.2, TUCCO Procedure " Surveillance and Inspection of Concrete Anchor Bolt Installations".
1.8 QI-QP-11.2-1, TUCCO Instruction, " Concrete Anchor Bolt Installation".
1.9 QI-QP-11.2-3, TUGC0 Instruction, ." Torquing of Concrete Anchor Bolts".
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1.10 QI-QP-11.2-4 TUGC0 Instruction, " Inspection of "Hilti" Super Kwik Bolts".
2.0 CDIERAL 2.1 PURPOSE 2.1.1 The purpose of this instruction is to describe the methods to be followed in the field installation of ifilti drilled-in expansion anchors.
2.2 SCOPE 2.2.1 *This instruction covers the location, repair and preparation of ex-i pension bolt holes, installation of the expansion bolts, and the per-I manent marking of bolts for identification both prior to and af ter their installation. The provisions of this instruction apply to both Hilti Kwik-Bolts and Bilti Super Kvik-Bolts that are used for installation of safety related equipment, and for the installation of non-safety related equipment located in safety related structures.
Deviations from this instruction are permitted provided they are properly approved by the Engineer. Post nut caps any not be substi-tuted for hex head nuts without prior Engineering approval.
2.3 RESPONSIBILITY
, 2.3.1 Establishment of control points and lines for use in layout of bolt locations shall be the responsibility of the B&R Field Engi-nearing Superintendent. Determination and marking of bolt hole location shall be performed by the craft which prepares the holes and installs the bolts; and the superintendent of that craf t shall be responsible for this layout work and for preparation of
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holes and bolt installation.
v k 3Rowl & R00T, INC. INSTRUCTION an: fIVE mjMBER REVISION CATE PAGc, CPSES 2 8 35-1195 czI-20 9 12/16/83 3 of 12 2.4 DEFINITIONS 2.4.1 " Drilled-in Expansion Bolts" are bolts having expansion wedges so arranged that, when placed in a drilled hole and the nut tightened, the wedges are expanded and the bolt ia securely anchored, all as manufsetured by Hilti Fastening Systems, Inc.
2.4.2 "Hilti" is Hilti Fastening Systems, Inc., supplier of the expansion bolts.
2.4.3 " Bolt Langth" -is the total overall length of the bolt. This is the length dimension shown in the Bill of Material on the appro-e priate drawings.
2.4.4 " Setting" a bolt means positioning the bolt and tigntening the nut or post out to the extent required to complete the expansion of the wedges.
Z.4.5 "Embedment Length" is the length of bolt extending below the sur-
, ) face of the 4000 poi (28-day strength) structural concrete prior to setting (tightening). Where m t shown on the pipe / instrument support desi 6n drawings the minimum embedsent lan4th sna11 oe as follows:
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. BOLT DIAMETER MINIMUM DGEDMEtT Kwik-Bolts Super Kwik-Bolts 1/4 1 1/8 -
3/8 1 5/8 -
1/2 21/4 3 1/4 5/8 2 3/4 -
3/4 31/4 -
1 4 1/2 6 1/2 1 1/4 5 1/2 8 1/8 Dimensions are in inches, they are according to recommendations by Hilti and correspond to the minimums shown in Abbot A. Hanks, Inc. Test Report No. 8783R on Kwik-Bolts and Test Report No. 8786 on Super Kvik-Bolts, as published in Hilti " Architects and Engi-neers Anchor and Fastener Design Manual.
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b cKCWN & RCOT, INC. INSTRUCTION PtGE NUMS G REVISION OATI CPSES
'JOS 35-1195 CEI-20 9 12/16/83 4 of 12 i The above minimum embedment lengths are into structural concrete.
On floors where 2-inch thick concrete topping (and thicker on
- roof slabs built up to slope to drain) has been placed separately, bolts shall be of sufficient length to provide embedment length or overall length at least equal to the thickness of the topping ,
in addition to the length shown on the drawings. For floor mounted .
pipe supports only, the engineer shall evaluate and approve the suppor :
for sufficient embedment length on a case-by-case basis. The areas ,
where this topping occurs are shown on the following drawings: .
Drawing No. Sheet No. Building ,
t FSC-00421 1 Fuel i FSC-00421 2 Fuel '
FSC-00422 1 Reactor #1 FSC-00422 2 Reactor #1 FSC-00422 3 Reactor #1 i FSC-00422 4 Reactor #1 !
Reactor #1 i FSC-00422 5 O
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FSC-00423 FSC-00423 1
2 Auxiliary Auxiliary i
i 3 Auxiliary FSC-00423 FSC-00423 4 Auxiliary FSC-00423 5 Auxiliary FSC-00423 6 Auxiliary 7 Auxiliary.
FSC-00423 FSC-00423 8 Auxiliary 9 Auxiliary FSC-00423 FSC-00424 1 Safeguard #1 FSC-00424 2 Safeguard #1 FSC-00424 3 Safeguard #1 l
FSC-00424 4 Safeguard #1 FSC-00424 ,
5 Safeguard #1 FSC-00424 6 Safeguard #1 FSC-00426 1 Service Water Intake FSC-00425 1 Safeguard #2 FSC-00425 2 Safeguard #2' FSC-00425 3 Safeguard #2 ,
3.0 PROCEDURE 3.1 INSTALLATION l 3.1.1 Locating Bolts 3.1.1.1 As required by authori:ed engineering documents, bolt locations shall be determined by the installing craf tsmen using the control points and lines established by the Field Engineering Depart =ent; and, as T
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1 BROW & 400T, !K. INSTRUCTION EFHCTIVE NUMBER REVISION CATE PAGE CPSE3 J08 35-1195 CEI-20 9 12/16/83 5 of 12 an aid in locations where reinforcing steel integrity is considered to be critical, ut111:stion of reinforcing steel placement drawings
- and suitable reinforcement detection equipment may be used. he
- j. .
miniaua spacing and/or clearance for expansion bolts shall be pro-vided as indicated in Attachments 1, 2 and 3 unless specifically approved otherwise by the Engineer using appropriate design documents.
3.1.2 Drilled Holes-3.1.2.1 Expansion bolt holes shall not be drilled into structural reinforcing steel unless approved by the design engineer or his representative.
Holes for the expansion bolts shall be drilled into concrete by the use of suitable power drills using "hilti" carbide assonry bits of the same nominal size as the bolt and which ,are designed and recom-
~
mended by the Hilti Corp. specifically for this purpose, or an ap-proved equal. De holes shall be drilled to depths at least one-half @) inch greater than the embedment length of the bolt. 21s is in order that any accessible / usable abandoned bolt can be cut off and driven deeper into the hole and top covered with grout or l other suitable filler to close the hole. Abandoned bolts that are N '
not usable or accessible any be left in place without further re-work or approval.
3.1.2.2 Holes shall normally be drilled as near the perpendicular to the concrete surface as feasible. In no case shall the long axis of installed bolts be more than 6* from this perpendicular direction.
Excess dust should be cleaned from the bole af ter drilling.
3.1.2.3 Where cutting of structural reinforcing steel is permitted by the Engineer, Drillco veter cooled carbide / diamond bits or equal shall be used. Once the structural reinforcing steel is cut, the re-meinder of .the hole shall be drilled with a "hilti" carbide masonry bit per 3.1.2.1. Both bits shall be of the same nominal diameter as the bolt to be installed.
3.1.2.4 In limited access areas it any be difficult to drill holes for expansion bolts using equipment as required by 3.1.2.1. yor this situation, a fle'zible drive drill with drill press / vacuum base and Dr111co water cooled carbide / diamond bit or approved equal say be
- used. Caution shall be used when drilling to avoid the cutting of structural reinforcing steel. In no case shall structural rain-forcing steel be cut without prior approval of the Engineer.
3.1.3 Marking Bolts ,
( 3.1.3.1 ne threaded end of bolts shall bear permanent markings which indicate the bolt length.
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1 BROWN & ROOT, INC. INSUUCTION ser-EM i
REVISION DATE PAGE i CPSE3 NUMBER !
JOB 35-1195 CEI-20 9 12/16/83 6 of 12 3.1.3.2 These markings shall be made by the manufacturer by die-stamping a letter or a number on the top and of the bolt. This stamping shall indicate the bolt length in accordance with the " length Identifica-tion System" (Attachment 4). Bolts may also be marked on-site by the same system if verified and documented by B&R QC. For Post Nut Series Hilti Bolts, the letter or number designation shall correspond to the overall length of the assembly with the Post Nut Cap completely installed (threads bottomed out).
3.1.3.3 Eilti Super Kwik Bolts shall be additionally marked with a " star" on the end which will remain exposed upon installation. This marking vill be performed by the craf t in a manner which does not obliterate the length marking. The stamp shall be controlled by the cognizant QC Inspector.
3.1.4 setting Bolts 3.1.4.1 In'no case shall bolts be set in concrete having strength less than the 28-day old design strength. Inserting bolts may be accomplished either by use of a mandrel or double outs. In using
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' double nuts, they shall be placed on the bolt so as to protect
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( the bolt and and threads. The bolt shall be driven into the hole the embedment length by blows on the mandrel or nut. Projection of the bolt should be such that, after final tightening, the end of.the bolt is not lower than flush with the top of the nut. Its projection above the top of the nut is not Ibnited although its change in projection during tightening shall be within the limit specified below. The mandrel, if used, is then replaced by a nut, or the top double nut is removed and the bolt is " set". The setting vill be accomplished by tightening the nut against the fix-ture being installed. At that time, the nut will be drawn down and the bolt pulled to set the wedges by the use of a torque wrench, attaining at least the respective final values shown in the following table unless otherwise shown on the drawings. During tightening the nut, the change in bolt projection shall not exceed one nut
- height unless otherwise approved by the engineer. Where 5/8" dia-meter bolts are used in erecting Uni-Strut members for instrument or conduit supports in such a way that the bearing surface under the nut, used with a flat washer, bears against the open side of the Uni-Strut, the nut shall be tightened to 80-foot-pounds torque.
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l O INSTRUCTION IFFEFTIVE 3RCWN & ROOT, L'C. PAG, e NUMBER -REVISION QATT CPSES J08 35-1195 CEI-20 9 12/16/83 7 of 12 BOLT SIZE- TORQUE (Ft.-Lbs)
(Hilti Kwik or Super Kwik, all embedment depths) 1/4 8 3/8 17 1/2 70 5/8 120 3/4 150 1 230 1 1/4 400 These values were determined by field tests conducted by Hilti at the CPSES site which yielded a miniana static tensil load capacity equal to or greater than 115% of the tensile working loads given in Tables 1 and 2 of Appendix 2 of Specification ,
2323-5S-30.
The complete report on those tests is filed in the B&R QC Depart-ment. (Ref. CPFA-7240 or B&R IM-13966).
Bolts which cannot be torqued to the above minimum values shall be cut off, driven deeper into the hole, and patched per Reference 1.1 or shall be removed and replaced in accordance with 3.1.4.2 below.
Torque wrenches used in this operation shall be calibrated and periodically recalibrated in accordance with Engineering Instruct $on 35-1195-IEI-13, " Calibration.of Micrometer Torque Wrenches", Rat-erence 1.6.
! 3.1.4.1.1 For post nut series Hilti bolts, setting the bolts shall be done in accordance with section 3.1.4 with the followiss exceptions applying to Section 3.1.4.1.
Inserting bolts may be accomplished by the use of a post nut, placed on the bolt so as to protect the bolt end and threads.
The bolt shall be driven into the hole the embednest length by blows on the post nut. Projection of the bolt should be such that, after final tightening, the end of the bolt has a minimum thread engagement of 3/16" for 1/4" dia. and 5/16" for 3/8" dia. bolts. . The projection should also .be limited such that, after final tightening, the threads on the post nut have not bottomed out on the bolt. The post nut used to insert the bolt should then be removed and the bolt is " set". The setting will be accomplished by tightening a new post nut against the fixture being installed. At that time, the nut will be drawn down and the bolt pulled to set the wedges by the use of a ,
torque wrench and 3/8" drive screwdriver adapter attaining
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s ERC'dN & RCCT, INC. INSTRUCTION t.r e c:."TIVE REV!5 ION CA.c ,aG, r c CPSES NUMBER ,
JCB 35-1195 CEI-20 9 12/16/83 8 of 12 at least the respective final values shown in the above table unless otherwise shown on the drawings. During tightening the post nut, the change in bolt projection shall not exceed k" for a k" dia. and 3/8" for 3/8" dia. bolts, unless otherwise approved by the engineer.
3.1.4.2 Replacement of expansion bolts that slip, loosen, pull out or fail to achieve the specified torque may be accomplished by one of the following methods:
3.1.4.2.1 The bolt shall be removed and replaced with a bolt that has an embed-ment depth increased by at least 4 bolt diameters for Hilti Kvik-Bolts and 6 bolt diameters for Hilti Super Kvik-Bolts unless other-vise directed by the Engineer. QC thall be notified prior to com-mencing work.
3.1.4.2.2 The re-installation of an expansion bolt in an empty but " pre-used" hole is acceptable provided the following requirements are met:
The existing hole has not experienced structural damage as may
'[] a.
be exhibited if the previous bolt had been displaced.through tension or shear causing severe concrete spalling. Severe concrete spalling are depths that exceed the dimensions pro-vided in 3.1.5.1 below.
- b. New " Replacement" expansion anchors are at least one diameter l
size larger.
- c. New embedment depth is equal to or greater than the previous bolt but in no case less than the minimum embedment required per 2.4.5 above based on the " replacement" bolt size.
- d. Bolts that cannot be, replaced per the above may be replaced by a bolt meeting the requirements of 3.1.4.2.1 or may be cut off, driven into the hole- and patched per Reference 1.1.
- e. QC shall be notified prior to coussencing work and af ter the
- bolt has been removed so that QC may inspect the " pre-used" hole in accordance with the applicable QC procedures.
- f. QC shall be notified prior to commencing work.
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!NSTRUCTION EFFETIVE 3RolGI & ROOT. IM:. OATE PAGE CPSE3 MUMBER REVISION J08 35-1195 CEI-20 9 12/16/83 9 of 12 4
3.1.4.2.3 The re-installation of an expansion bolt in an empty but " pre-used" hole is acceptable provided the following requirements are met.
- a. The bolt being replaced has been removed from the concrete using a Diamond core bit of the same nominal outside dianeter-as the replacement expaosion bolt. The replacement bolt shall be one diameter size larger than the bolt being removed.
- b. The existing hole af ter bolt removal should not show evidence of structural change as in the form of severe concrete spalling.
Severe concrete spelling are depths that exceed the dimensions provided in 3.1.5.1 below.
c.- New embedment depth is equal to or greater than the previous bolt but in no case less than the minimum embedment required t per 2.4.5 above based on the " replacement" bolt size.
- d. Bolts that cannot be replaced per this method may be replaced
( by a bolt meeting the requirements of 3.1. 4. 2.1, 3.1. 4. 2. 2 o r may be cut off, driven into the hole and patched per Reference 1.1.
~
- e. QC shall be notified prior to commencing work, and after the bolt has been removed so that QC may inspect the " pre-used" hole in accordance with the applicable QC procedures.
3.1.5 Repair of Broken Concrete and Abandoned Holes 3.1.5.1 Structural concrete that is broken or spalled as a result of bolt installation but is structurally sound shall be cleaned up and any be cosmetically repaired either in accordance with Construction Procedure CCP-12, or by the use of "NUTEC" #115 as manufactured by and according to the recommendations of Southern Imperial Coating.
Inc. Spalling of structural concrete to depths greater than those listed below shall be cause for rejection of the hole and redrilling will be necessary.
-Max. Acceptable Hole Size Spall Depth 5/8" and under 1/2" 3/4" to 1 1/4" (incl.) 3/4" Spalling of the 2" topping in areas described in Section 2.4.5 shall be cleaned up and repaired in accordance with Construction Procedure CCF-12 using asterial described in Section 4.1.2.7 of CCF-12. Maximum spall depth is not ~to exceed depth of topping.
k- 3ROWN & ROOT, I)C. INSTRUCTION EFFETIVE iglMBER REVISION DATE PAGE CP5ES _
JOS 35-1195 CEI-20 9 12/16/83 10 of 12 3.1.5.2 Abandoned holes shall be filled and patched prior to coating the concrete. This repair shall be in accordance with provisions of B&R Construction Precedure 35-1195-CCP-12 for filling " Tie Roles" by the use of patching nortar prepared as described in paragraph 4.1.1.3 of that procedure. However, abandoned OVERREAD holes, orginally drilled for Hilti expansion bolts, which will be com-
- pistely covered by the base plates or angles of attached fixtures and which are farther than four bolt diameters (center-to-center) from an active Hilti bolt, may be filled with "Silpruf" water-j' proofing sealant or "GE '1300", both as annufactured by General Electric, Inc. Bolee located at a distance of four bolt diameters and closer, measured center-to-center, from Bilti bolts shall be filled and patched according to Procedure 35-1195-CCP-12 described above prior to torquing.
s 3.1.5.3 Unused Richmond Screw Anchors which have been ' plugged by Richmond i
screw-in plugs any be used for permanent anchorage only after -
specific approval by the Engineer.
\%. 3.1.6 Modifiestion 3.1.6.1 When it 14 necessary, as the result of reinforcing steel interfer-ence or on-site unavailability of correct lenght bolts or for other reason, Hilti bolts may be modified, with proper QC witnessing, on-site shortening, rathreading, a ad stamping the new length designation.
This shall be done only on a case by case basis upon approval of the design engineer responsible for the fixture or item involved and upon completion of appropriate permanent plant documentation (i.e.,
j DCA, CMC, FSE, Operational Traveler, Design Drawing, etc.) by the
[ design engineer. Finsi bolt length shall be sufficient to satisfy -
l the design requirement.
l 3.1.6.2 Substitution of a Hilti bolt of the next larger size is acceptable, provided all spacing and embadaant requirements are met or exceeded for size Hilti bolt substituted.
3.1.7 Bawork of Bolts in 2-inch concrete Topoins Areas 3.1.7.1 For areas in which the requirements of Section 2.4.5 cannot be met.
l the following action shall be taken:
3.1.7.1.1 Expansion bolts whicli af ter setting have less than below indicated embedeent length into the structural concrete shall be reworked by one of the methods provided in section 3.1.4.2 or as follows:
Bolt Tvoe Embedaent Af ter Setting
{' Kwik-Bolts -
3h bcit diameters Super Kwik-Bolts Sh bolt diameters i
,w,, w---a + ore--e-~-- - - - -y- ,----~w w--w---- - - , - -------w-,--e,w---.-r=-,-,---------=-----
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BROWN & ROOT, INC. INSTRUCTION EFF_CTIVE ftJMBER REVISION CATE pag,e CPSE3 JOS 35-1195 CEI-20 9 . 12/16/83 11 of 12
- a. Existing Iacation
- 1. Bolt removal - The renoval of in-place expansion bolts shall be completed with care so as act to damage the con-crate, thereby impairing its integrity. A hollow core hydraulic ras placed directly over an appropriately sizsd baseplate which is centered or the bolt any be used to apply direct tension to pull the bolt through the expan-sion wedges. The baseplate should be a inch thick square plate of a minimum of 16 expansion bolt diameters in width, bearing directly against the concrete surface.
- 2. Once the bolt is removed, use a high speed drill and bit to drill through the wedges remaining in the side of the hole. Remove any loose wedges in the hole.
- 3. Using appropriate equipment, re-drill existing expansion bolt hole so that the new embedaant depth is a minimum of g 4h bolt diameters for Hilti Kwik-Bolts greater than the 1 ~
previous existing embedment depth or to the specified embedment depth, whichever is greater unless otherwise directed by the Engineer by appropriate design documents.
- 4. Rainstall the appropriate sized expansion anchor to meet
. the required embedaent length,
- b. Relocation - Abandon existing expansion anchor bolts and re-locate support structure. Abandone'd bolts should be cut off, driven deeper into the hole, and patched per Reference 1.1.
1 i .
3.1.7.1.2 Expansion bolts which have less than the specified designed embed-l nent length into structural concrete but greater than the values indicated above in 3.1.7.1.1 shall be evaluated by the responsible design engineer. If found to be acceptable "as-is", apprapriate design change documents shall be-issued. If found to be unaccep-table, the expansion bolt shall be reworked in accerdases with 3.1. 7.1.1 a or b.
3.2 INSPECTION i 3.2.1 Inspection of Hilti bolt installation shall be performed in accor-dance with References 1.6, 1.7, 1.8. 1.9, and 1.10 and o ther appli-cable site QA/QC procedures and instructions.
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EFFECTIVE BROWN & ROOT, INC. NUMBER REVISION DATE PAGE
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.CPSES N JOB 35-1195 CEI-20 9 12/16/83 :; 12 of 12 i
1 3.2.2 Removal of an inspected Hilti bolt shall be documented on an IRN '
in accordance with CP-CPM 6.10. Removal and replacement of non-Q Hilti bolts in Catagory I structures shall be documented on an IKN *
. and submitted to QC for subsequent processing.
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Note: An 11N is not required if a non-Q Hilti is only going to be rencved and not replaced.
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BROWN & ROOT, INC. INSTRUCTION EFFECTIVE
- l.
- CPSIS MUPSER , REVISION DATE PAGE 35-1195 g 12/16/83 1 of 1 CEI-20 ATTAC)# TENT 1 i
- MINIMUM SPACING BETWEEN HILTI EXPAMSION BOLTS
\
Hilti Bolt CENTER T0 CENTER SPACING T 0:
Size 1/4"Hilti 3/8"H11ti 1/2"Hilti 5/8"Hilti 3/4"H11t1 1"Milti 1 1/4"Hilti 1/4 2 1/2 3 1/8 3 3/4 4 3/8 5 6 1/4 7 1/2 5/16 2 13/16 3 7/16 4 1/16 4 11/16 5 5/16 6 9/16 7 13/16 3
3/8 3 1/8 3 3/4 4 3/8 5 5 $/8 67/8 8 1/8 1/2 3 3/4 4 3/8 5 5 5/8 6 1/4 7 1/2 8 3/4
~
5 5/8 6 1/4 6 7/8 8 1/8.' ,93/8
. 5/8 4 3/8 5 3/4 5 5 5/8 ,
6 1/4 6 7/8 71/2 8 3/4 10' -
7/8 5 5/8 6 1/4 6 7/8 7 1/2 ' 8'1/C 9 3/8 10 5/8
.1 61/4 6 7/8 7 1/2 8 1/8 8 3/4 to 11 1/4 1 1/4 7 N2 8 1/8 8 3/4 .9 3/8 10 11 1/4 12 1/2
-- 7 Dimensions in inches. b'
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, *"The minimum spacing oui: lined in the above chart applies to Hilti bolts detailed on separate adjacent fixtures. Violation of mini-mun spacing by the installation of two separate adjacent fixtures
-will be approved only by issuance of an Engineering Evaluatien of.s Separation Violation Fom by the CPPE design groups (Ref. CP-EP-4.3).
Hilti bolts detailed on an individual fixture drawing nay hava less than the minimum spacing tabulated above. Such^ fixtures havn M en derated by engineering justification and are the responsibility of the organization issuing the respective fixture drawing. Install-ation in this esse shall proceed in accordance with the fixture drawing, h
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INSTRUCTION DTECTIVE t' 3Rolet & ROOT INC. DATE PAGE CPSE3 NL8SER REY!$10N JOS 35-1195 CEI-20 9 12/16/83 1 af i ATTAC) MENT 2 MINDam BOLT CLEARANCES *
(INCHES)
MINIMJM DISTANCE TO Rictuond Abandoned Milti Bolts or Hilti Bolt Size Screw Anchors
- Concreta Edge
- Holes and Embedded Anchor 1-inen 14-inch Bolts that are cut Off**
g" -
! 1/4 75/8 12 1/4 1 1/4 1/2
? 3/8 8 1/4 12 7/8 1 7/8 3/4 13 1/2 2 1/2 1 i }/2 8 7/8
(?3 9 1/2 14 1/8 3 1/8 1 1/4 3M 10 1/8 14 3/4 3 3/4 1 1/2 5 2 1 11 3/8 16
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1 1/4 12 5/8 17 1/4 6 1/4 2 1/2
- Measured Center to Canter of bolts and bolt center to edge of concrete in inches. -
- Minimum spacing between holes covered by this column shall be measured center-to-center and based on size of hole being drilled. (e.g., Pilot hole spacing j
is based on pilot. bit size.)
Locations closer than the above distances shall be used only upon approval of the engineer.
Hilti bolts may be installed as close as practical to unused Richmond Screw l
Anchors which have been plugged (i.e., grouted. Richmond Screw-in plug or l snap-in plug, etc.).
Unused Richeond Screw Anchors located nearer to Hilti bolts than the respec-tive distances shown above may be used temporarily for construction purposes when the applied load.is:
- (a) For 1" Richmond Anchors.1ess than 8.000 pounds minus the actual load supported by the Hilti bolt; or l
l (b) For 1 " Richnond Anchors less than 20.000 pounds minus the actual load supported by the Hilti bolt.
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BROWN & ROOT, INC. INSTRUCTION DTECTIVE CPSES IR M ER REVISION DATE PAGE _
3 CEI-20 9 12/16/83 1 of 1 ATTACIMENT 3 NINIMUM CLEARANCES TO EM8EDOED PLATES ;
1s Where embedded steel plates are unoccupied by attachments.for a minimm distance of 12 inches on both sides of a proposed Hilt 1' Bolt location as shown below, the center of the bolt may be as close as practical to edge of the plate without damage to plate.
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- 2. Where the embedded steel plates are occupied.by attachments within minimum distances shown above, the minima clearance to Hilti Anchors shall be as follows:
Edge of plate
~
Hilt 1 Anchor Nelson Stud Size to Hilti Anchor to Hilti Anchor 1/4 5 1/4 3 3/4 4 3/8 3/8 5 7/8 1/; 61/2 5 5/8 7 1/8 5 5/8 3/4 7 3/4 61/4 1 9 7 1/2 1 1/4 10 1/4 8 3/4 .
Dimensions are in inches.
Distance sessured with reference to center of bolts and studs..
Where location of the nearest Nelson Stud can be determined from the "S* stamps on the embedded steel plate. the miniaun center-to-center clearance to the Hilti Anchor as shown above shall
. govern. Where location of the nearest Nelson Stud cannot be so determined, the minimum clearance to Edge of Plate" as shown above shall govern.
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EFFECTIVE BROW & ROOT, INC. INSTRUCTION NI. peer REVISION DATE PAGE CPSES M5 35-1195 CEI-20 9 12/16/83 1 of 2 ATTAC*ENT 4 LEMETH IDENTIIICATION SYSTEM Stamp On Lanoth of Anchor (fnches)
Anchor From up to (Not including)
A 1 1/2 2 8 2 2 1/2 C 21/2 3 .
D 3 3 1/2 E 3 1/2 4 I F 4 4 1/2 Cf G 41/2 5 5 51/2 V H I 51/2 '6 J 6 6 1/2 K 61/2 7 L 7 7 1/2 M 7 V2 8 N 8 8 1/2 0 8 1/2 9 P 9 91/2 0
- 9 1/2 10 R 10 11 5 11 12 T '2, 13 U ;,3 14 V 14 15 W 15 16 X 16 17 i
Y .
17 18 l 18 19 Z .
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CPSES INSTRUCTION NUPSER REVISION DATE PAGE _
8 ' 12/16/83 CEl-20 9 2 of 2
. ATTAC}ttENT 4 (cont'd) l LENGTH IDENTIFICATION SYSTEM Stamp On Length of Anchor (Inches)
Anchor From Jp to (Not including)
AA 19 20 BB 20 21 CC 21 22 DO 22 23 EE 23 24 FF 24 25 GG 25 26 141 26 27 II 27 28 JJ 28 29 KK 29 30 .
LL 30 31 i
pt 31 32 NN 32 33 00 33 34 PP 34 35 QQ 35 36 .
RR 36 37 SS 37 38 TT 38 39 UU 39 40 VV 40 41 POTE: 1. Stamped letters shall be on top (threaded) and of bolt.
- 2. Solts of 19-inch length and greater may be stamped with number corresponding to the bolt length in inches in the same menner instead of the stamped letters as listed above.
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- SS-30 AFFENDIX 2 s
. * , 4 DESIGN CRITERIA yog H!LTI KWIK- AND SUPER KWIK-3CLTS o
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Specification No. 2323-SS-30 Appendix 2 Page 1 of 9
- APPENDIX 2 DESIGN CRITERIA'FOR HILTI KWIK- AND SUPER KWIK-3CLTS
1.0 REFERENCES
1.1 " Architects and Engineers- Anchor and Fastener Design Manual" by Hilti Fastening Systems, 3.6/Ei-1, No.'H-427A l 10/78.
'l.2 TUSI correspondence CPPA-7419 - Reduced Design Allowables for 1" diameter Hilti- Kwik-Bolts, dated, 11-18-80.
2.0 MINIMUM SEPARATION REQUIREMENTS 4
2.1 To attain the design capacity of a Hilti Kwik or Super f-'g Kwik bolt for a specified embedment the minimum spacings
( / provided by. Appendix 1 of this Specification =ust be maintained.
4 2.2 For installations not conforming to the provisions of Section 2.1 above, the capacity of both anchors shall be reduced on a' straight-line basis to 50 percent at half the .r.inimum distance between embedments given in Appendix 1 of this Specification. In no case shall embedments be spaced closer than half this minimum distance.
t I
Methods for evaluation of this reduced capacity are given at the end of this Appendix and are controlled by concrete stresses. -
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" r- 3.0 ' DESIGN ALLOWABLE LOADS
- 3.1 . Design allowable tensile and shear loads are provided in Tables 1 and 2. These design allowables are based on i- the average ultimate tensile and shear loads published in Reference 1.1 and 1.2 of this Appendix . Factor of
[ safety of less than 4 is not acceptable.
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Specification No. 2323-SS-30 Appendix 2 i Page.2 of 9 !
4=
3.2 Prior to the utilization of the allowable tensile loads i in Tables 1 and 2 of this Appendix (except for the 1-inch diameter- Kwik-bolts) the manufacturer shall certify the validity cf the ultimate capacities of the Kwik and Super Kwik bolts as published in reference 1.1 of this Appendix. ,
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Specification No. 2323-SS-30 Appendix 2 Page 3 of 9 4.0 COMBINED LOADING .
When ~ the Hilti expansion anchor is subjected -to a combination of tension and shear loading the following interaction requirement shall be met:
T S s1 T T4 5T T = Actual applied tension load T1 = Allowable design tension load S = Actual applied shear load S1 = Allowable design shear load 5.0 REQUIRED EMBEDMENT For the required minimum anchor embedments see Appendix 1 of this Specification.
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Specification No. 2323-SS-30 Appendix 2 Page 4 of 9 TABLE 1 KWIK-BOLT DESIGN ALLOWABLE TENSILE & SEEAR LOADS * (1bs)
FACTOR OF SAFETY FS=4.0 TS=5.0 DIAMETER' EMBEDMENT TENSION SEEAR TENSION SHEAR 1/4 1 1/8" 364 653 291 522 1 1/2" 556 653 445 522
. 1 3/4" 675 653 540 522 2" 781 653 625 522 2 1/4" 827 653 662 522 2 1/2" S37 653 670 522 3/8" 1 5/8" 568 1276 471 1021 2" 756 .1276 605- 1021-C 2 1/2" 975 1276 780 1021 3" 1075 1354 860 1083 3 1/2" 1150 1354 920 1083 4" 1187 1354 950 1083 4 1/2" 1200 1354 960 1083 1/2" 2 1/4" 1377 2079 1102 1663
, 2 3/4" 1800 2079 1440 1663 3 1/2" '2362 2079 1890 1663 4'1/2" 2806 2558 2245 2046 5 1/2" - 3012 2558 2410 2046 6"
3075 2558 2460 2046 5/8" 2 3/4" 1650 2890 1320 2312 l R3 3 1/2" 2275 2890 1820 2312 4 1/2"' 3000 2890 2400 2312 5 1/2" 3575 3859 2860 3087 l R3 6 1/2" 4000 3859 3200 3087 l 7 1/2" 4250 3859 3400 3087 l 3/4" 3 1/4" 2537 4283 2030 3426 l 4" 3350 4283 2680 3426 5" 4125 ~4283 3300 3426
( 4500 4616 3600 3693 6"
7" 5250 4616 '4200 3693 8" 5750 4616 4600 3693 9" 5875 4616 4700 3693 ,
l l 1"** 4 1/2' J 4000 6719 3200 5375 l
5" 4725 6719 3780 5375
! s 6" 5860 6719 4688 5375 5375 7" 5860 6719 4688 8" 5860 S622 4688 6898 l
_ _ . _ . .o.- _ _ . , _ _ _ . :-_,_____ _ _ _ . . _ _ . _ _ _ _ , . _ - _ _ _ _ - - _
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Specification No. 2323-SS-30 Appendix 2 Page 5 of 9 4
TABLE 1 (Cont'd)
FACTOR OF SAFETY FS=4.0 FS=5.0 DIAMETER EMBEDMENT TENSION SHEAR TENSION SHEAR i
9" 5860 8622 4688 6898 10" 5860 8622 4688 6898 1 1/4" 3 1/2" 5750 8920 4600 7136 6 1/2". 6775 8920 5420 7136 7 1/2" 7775 6220 7136 8920 8 1/2" 8650 8920 6920 7136 9 1/2" 9450 8920 . 7560 7136 10 1/2" 10225 8920 8180 7136
- Design allowables are based on average ultimate tensile and shear -
J loads published in "HILTI - Architects and Engineers Anchor and Fastener Design Manual" 3.6/Ei-1, Reference 1.1 and 1.2 of this Appendix.
Design allowables are based on 4000 psi concrete (fe'=4000 psi).
- Values per Reference 1.2 of this Appendix. , .
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Specification No. 2323-S5-30 Appendix 2 Pa9e 6 of 9 TABLE 2 SUPER KWIK-BOLT DESIGN ALLOWABLE TENSILE AND SEEAR LOADS * (lbs)
FACTOR OF SAFETY FS=4.0 -
FS=5.0 DIAMETER EMBEDMENT TENSION SHEAR TENSION SHEAR 1/2" 3 1/4" 2496 2860 1997 2288 4 1/4" 3695 2860 2956 2288 5 1/4" 3641 2860 2913 2288 6 1/4" 3786 2860 3029 2288 1" 6 1/2" 8741 6884 6993 5507 8 1/2" 12452 6884 9962 5507
(}
\s_/ 1 1/4" 10 1/2" 8 1/8" 12439 10675 6884 10369 9951 8540 5507 8295 10 5/8" 13420 10369 10736 S295 13 1/8" 16230 10369 12984 3295
- Design allowables are based on average ultimate tensile and shear loads published in "EILTI - Architects and Engineers Anchor and Fastener Design Manual"'3.6/Hi-1. Reference 1.1 of this Appendix.
Design allowables are . baced on 4000 psi concrete (fc'=4000 psi).
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- Specification No. 2323-SS-30 Appendix 2 Page 7 of 9
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EVALUATION METHOD I:
?ROBLEM: Calculation of the reduced allowable capacities for Hilti expansion anchors spaced at less than minimum separation requirement indicated in Appendix 1 of this Specification.
EVALUATION:
STEP 1: Determine actual loading conditions on the Hilti expansion anchors in question. ,
, STE? 2: Calculate the separation ratio. (S.R.)
Separation ratio is defined as the ratio of the separation provided to ,the minimum separation required by Appendix 1 of this Specification. This
( ratio must be equal to or greater than .500, h SEPARATION PROVIDED (1)
S.R. = MINIMUM SEFARATION REQUIRED and S.R.2.500 (2)
STEP 3: Once the separation ratio is ccmputed and actual loads are determined, the following relation shall be satisfied for acceptability of the anchor design.
T 4 S $1 (3)
T1(S.R.)
- S5(S.R.)
WHERE: T = Actual Tension; S = Actual Shear; T1 = Allowable Design Tension; St = Allowable Design Shear; S.R. = separation ratio. -
STEP 4: If the requirement of Formula (3) is satisfied, Hilti expansion. anchors for,the support in question are acceptable.
- - If the relationship in Formula (3) is not satisfied, Hilti expansion anchors are not acceptable and an appropriate action shall be taken by adjustment of separation to meet the requirement in Icrmula (3)
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Specification No. 2323-SS-30 Appendix 2 Page 8 of 9 EVALUATION METHOD 2:
- PROBLEM: Calculation of the reduced allowable capacities for both the Hilti expansion anchor and the Richmond -
screw anchor when minimum separation is not provided as raqui-red in Appendix 1 of this Specification.
EVALUATION:
STEP 1: . Determine actual loading condition on the Hilti expansion anchor and/or Richmond screw anchor in question.
STEP 2: Calculate the separation ratio (S.R.).
SEPARATION PROVIDED (4) eN S.R. = MINIMUM SEPARATION REQUIRED '
and S.R.2.S00 (5)
STEP 3: Once the separation ratio and the actual loads are computed, the following relations shall be satisfied for acceptability of .the anchor and insert design:
For Hilti expansion anchor:
T S s1 (6)
Th(S.R.) S'(S.R.)
For Richmond insert: 4
- 4 - /g T
4 S 51 (7)
_p Th(S.R.)- .
S5(S.R.) -
For Richmond insert design allowable values see Appendix 3 of this Specification.
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Specification No. 2323-55-30 Appendix 2 Page 9 of 9 STEP 4: 'If the requirements of both Formula (6) and (7) are satisfied the Hilti expansion anchor and Richmond screw anchor for the support in question are acceptable.
If not any of the relations in Formula (6) and (7) is satisfied, the corresponding Hilti expansion anchor and Richmond screw anchor for the support in question are not acceptacle, and an appropriate action shall be taken by adjustment of the separation to meet the requirements of Formulas (6) and (7).
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SS-30 i APPENDIX 3 a
1 1
i DESIGN CRITERIA FOR SCREW ANCHORS l i
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Gibbs & Hill, Inc.
Specification No. 2323-55-30 Revision 2
~ June 13, 1986 Appendix 3 Page 1 of 10 AFFENDIX 3 DESIGN CRITERIA FOR SCREW ANCHORS 1.0 GENERAL 1.1 Screw anchors are Richmond. structural connection inserts (Types EC-2, EC-6, EC-2W or EC-6W) and are prefabricated steel anchors embedded in concrete to which structural supports are attached.
1.2 ASIM A325N A490 or A449 bolts (suitable washers optional) shall be used for the Richmond . insert bolt connections. ASME SA-193 threaded rods with ASME SA-194 double nuts may be used for the Richmond insert bolt connections as a substitute for ASTM A325N bolts.
] 1.2.1 Thread engagement into the Richmond insert shall be at least 2 = bolt diameter + 1/8 inch 1.3 In no case shall these inserts'he loaded before concrete j attains its 28-day design strength.
I 2.0 APPLICABLE
REFERENCES:
l 1. " Richmond Inserts for Concrete Constuction"
! Bulletin No. 6 Richmond Screw Anchor Co.,Inc.,
atalog.
i
[
- 2. Manual of Steel Construction AISC 7th Edition.
3.0 DESIGN CRITERIA #"
[ 3.1 Design allowable tension and shear loads (under working
- i. stress ccnditiot.) for respective center-to-center spacing of inserts and respective concrete thicknesses,
, are provided in the following Table 1.
- 3.2 Inserts and A307, A325, A490 or A449 bolts or A36 j threaded rods subjected to combined tension and shear l loads should satisfy the following interaction formulas.
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Gibbs & Hill, Inc.
Specification No. 2323-55-30 Revision 2 June 13, 1986 Appendix 3 Page 2 of 10 FOR INSERTS:
- e T ?4 + e S f4 51 5?)i L SN FOR BOLTS: (Verified for specific type bolt materials.)
T1; S1 different for each grade.
I T '2 2 IS I s1 pi + n WHERE: T -
APPLIED TENSION S -
APPLIED SEEAR T1 -
DESIGN ALLOWABLE TENSION S1 -
DESIGN ALLOWA3LE SEEAR 3.3 Minimum distances between Richmond screw anchors and Hilti bolts for 100 percent perfermance of each are provided in Appendix 1 of this Specification. '
For those situations where minimum distances cannot be met, evaluation method 2 shown in Appendix 2 of this Specification shall be used to calculate the reduced capacity of Richmond inserts.
- PCI MANUAL ON DESIGN OF CCNNECTIONS FOR PRECAST PRESTRESSED CONCRETE
. e.
_-,y-. ,-,- - ._-,, ....=c. - - - - . . . . . . - - - . . . . . - - -
f NOTES FOR TABLE I (^@$g) t.- /NSERT CAFMC/7/ES AREBASED QV/NSERTEM8fDDED /N
- O 4
4000PS/ COMPRfSS/ON STREMGTH C4WCRE7E.
2.- ALL ALLOWABLE LOADS SHOWN /N 7ABLfIOf TH/S APPEND /.'.' '
ARE N M/PS-3.- TO DEVELOP THE FULL TENS /CN CAPAC/77' 0F/HSERT(E) CEPT ;
ArofAM S/ DES) THEM/N/ MUM D/ STANCE FA041COVCRETE
- EDGE TO CfMTER Or/NSERr SNAll BE'//*FQ9 /l2"#/NSERTS AND 7"FOR /"$ /NSCR75.
! 4.-70 DEWLOP THEFULL SHEAR CAFMC/TV Of /NSERT (EXCEPT A7 BEAM S/ DES) THEM/N/ MUM D/STANCEFRd>f CQVO?f7E EDGE TO CENTER Of /NSCR7 SHALL BE /4"FDR /'e"4 /NSERTS l _
AND 9.5"f0W / f /NSERTS.
S.-FOR BEAM S/DCS 7N/S D/STANCf SHAll BE A M/N/kf0M 8"FOR i /b"4/NSERTS AND '7"f0R/'+/MSERTS.(FQ9 TENS /QV AND SMEAR)
G.- CENTER TO CEN7fR (Cfc) D/SrANCES SHOWN /N 7ASLE Z Oc
\ TM/S APPEND /X AREM/N/ MUM FOR THE ALLOWABLflOADS.
i Z- WHEN PART Of THE /b"4/NSER7" CLUSTER (/NSER7 CLUSTERS WERE 09/G/NALLY FWOV/DfD FOR P/PE WH/P RESTRA/N75.)
- /S USED FOR MANGER SUPPORTS THE O'/7fRMOS7 ACW Of
\
/NSERTS USED FOR rNE5ESUPPORTS SHALL BE A7LEAST 20" AWAY FROW THfNEARES7/NSERTS USED FD? ANYOTHER SUPPORTS OR RESTRA/NTS BASERATE.
EXAMPLE :
MfSF INSER75 CAM
!!! f W "'" A FS M A W-e e e e le e' BEUSfD FQR MANGfR SUPPORTS W/M CAPAC/7/ES AS G/vfH BASE Pt. Arf e e e e q: =>f o 1 /H TABE Z DO ACrUSETHf56
= e ej.'e fc 9
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APPROVfD Bv' ;' ' 1 Exc/NEER e e, e e '6
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TYPICAL INSERT CLUSTER l
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NOTES FOR TABLE I(Contd.) MI5$bd) b.- 70 f/NO 7HECAPAC/7/ES Of/NSER75 WHERf &*AC/hG AND CONCRETE TW/CNNfSS ARENO7SHOWN /N TABLEI Of THIS APPEND /X USE THE/NSERT CARQC/7Y Of THENEARE57 l CQ9 RESPOND /AG LOWER /NSERT S*AC/NG OR TW/NN'ER COACRE7h*
WALL,SLA8 OR COLUMN /ND/CATED /N 7ABLf I Of7N/S APPEND /X.
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O d ALLOWABLE LOADS OF RICHMOND lNSERTS AND BOLTS TO BE USED IN INTERACTION FORMULAS FOR BEAM SIDES
?
I: INSERT CAPACITY B t BOLT CAPACITY T: TENSION SiSHEAR INSERT SPACING ON 6"CK ONE WAY ~
INSERT SPACING ON 8"CK ONE WAY
'3 AND 20"CK OR GREATER UTHER WAY AND 20"CK OR GREATER OTHER WAY INSERT TYPE . A-307 BOLTS OR A-325 OR BETTER A-307 BOLTS OR A-325 OR BETTER AND SIZE A-36 THD. RODS BOLTS USED WITH A-36 THD. RODS BOLTS USED WITH USED WITH INSERT INSERT USED WITH INSERT INSERT T. S T S T S T S I 8.9 8.9 ' 8. 9 8.9 /O.05 /O.OS /O.05 /O.05 i
/V EC2W i B /2.// .785 24.23 //. 78 /2.// 7.85 24.23 //. 78 '
i / I //. 53 //.53 //.53 //.53 /2.85 * /2.85 /2.8S /2.8S
/2"#ECS W 8 28.// /7G7 56.2/ 26.6/ 28.// /7.G7 56.2/ 26.S!
i i -
l TABLE I .
OBE~ ./}LLOLJABLES Adb R3
,_ SSE ALLOWA6LES !
IAPPENDIE 3I
( PAGE 5 OF 10 [ ,
! O ._
O O ALLOWABLE LOADS OF 1"W RICHMOND INSERTS (EC2W) AND BOLTS 10 BE
- USED IN INTERACTION FORMULAS FOR WALLS, SLABS & COLUMNS e i I: INSERT CAPACITY B: BOLT CAPACITY T: TENSION S: SHEAR INSERT SPACING ON INSERT SPACING. ON WSERT SPECING ON 14tA: OR '
IO'C/C BOTH WAYS 12"C/C BOTH WAYS MORE BOTHWilrS(FULLCAPECm ')
CONCRETE A.307 BOLTS OR A 325 OR BETTER A 30TBOLTS OR A3250R BETTER A 307 BOLTS OR' A3250R BETTER :
THICKNESS A 36 THD. RODS BOLTS USED A-36 THD. RODS BOLTS USED A 36 THD. ROOS BOLTS USED USED W/MSERT W/ INSERT USED W/DISERT W/ INSERT USEDW/BISERT W/ INSERT T S T S T S T S T S T S f
i y on E 6 6 6 6 8.85 8.85 8.85 8.8S //.S //.6 //.S //.S "I'WA B /2.// 785 24.23 1/.78 /2.// 7.86 24.23 //. 78 /2.// 786 24.23 //.78 TABLE I (Contd.) ,
, O f E sf(I0 h)Al5l f 5 R3 :
Atdo SSE ALLOWA6LES t
I i f t APPENDIX 3[
PAGE 6 0F 10 j r
- . _m-__
O O~ . 9 1 -
! ALLOWABLE LOADS OF lh2"W RICHMOND INSERTS (EC6W) AND BOL l USED IN INTERACTION FORMULAS FOR WALLS, SLABS & COLUMNS
( I: INSERT CAPACITY B : BOLT CAPACITY , T: TENSION S: SHEAR 1
- INSERT SPACING ON 20"C/C BOTH WAYS . INSERT SPACING ON 22"C/C OR MORE BOTH WAYS (FULL CAPACITY) l CONCRETE A-307 BOLTS OR A-325 OR BETTER A-307 BOLTS OR A-325 OR BETTER
' THICKNESS A-36 THD. RODS BOLTS USED WITH A-36 THD. RODS BOLTS USED WITH USED WITH INSERT INSERT USED WITH INSERT INSERT l T S T S T S T S
! I 25 25 25 -
25 3/.3 27 3/.3 27 L /2"OR TH/CKER 8 28.// . -/ 7 G 7 56.2/ 2G.51 28.// . /7.67 56.2/ 26.5/
TABLE I (Contd.)
6SE AlloLJASL SS
- Auc R3 J SSE ALL.OW ABLE5 i
I
( PAGE APPENDIX 70F 10 S)i
O O D I
ALLOWABLE LOADS OF I/2"W RICHMOND INSERTS (EC6W) AND BOLTS.(IN CLUSTER) TO BE USED IN INTERACTION- FORMULAS FOR WALLS, SLABS l 8 COLUMNS IN 12" THICK CONCRETE I: INSERT CAPACITY B: BOLT CAPACITY T: TENSION ~ S: SHEAR
- INSERT SPACING ON IfC/C BOTH ~ WAYS INSERT SPACING ON 18"C/C BOTH WAYS INSERT PATTERN A-307 BOLTS OR A-325 OR BETTER A-307 BOLTS OR A-325 OR BETTER '
A-36 THD. RODS BOLTS USED WITH A-36 THD. RODS BOLTS USED WITH i USED WITH INSERT INSERT USED WITH INSERT INSERT l T S T S T S T S 1 i
i y I 22./ 22./ 22./ 22./ 26 25 25 2S i NSERm B 28.// /7G7 56.2/ 2G.-5/ 28.// /7 G7 SG.2/ 26.5/
j mug ,, I /7 23 /7 29 /7.29 /7 29 23.2/ 23.2/ 23.2/ 23.2/
/NS M TS e*
B 28.// /7.G7 BC.2/ 26.5/ 28.// /7 G7 59.2/ 26.S/
S/K ** I lb'EA lS* S# lS* E# lS'EY 2/./G 2/.AG 2/.A6 2/./6 l
NSMB ,, g gg,// /7 67 Sg.gj gg.S/ gg,// /7gy Sg gj gg,57 ytyg eee E /2.57 /2.57 /2.57 /2.57 /7 83 /783 /783 /7.83 eee
" "O eee B 28.// /767 5C.2/ 2G.5/ 28.// /7G7 59.2/ 2G.S/
TABLE I (Contd'.) r
^ t appenoix 3$
SSE ALLOvdA6LES AMD d6E ALLowA3US PAGE 8 OF 10 j RS i
3 .
ALLOWABLE LOADS OF lh"W RICHMOND INSERTS (EC6W) AND B CLUSTER) TO BE USED IN INTERACTION FORMULAS FOR Wall _S. SLABS
& COLUMNS IN 16" THICK CONCRETE j I: INSERT CAPACITY B: BOLT CAPACITY T i TENSION' S: SHEAR .
- INSERT SPACING ON IOt/C BOTH WAYS INSERT SPACING ON It"C/C BOTH WAYS A-307 BOLTS OR A-325 OR BETTER A-307 BOLTS OR A-325 OR BETTER INSERT PATTERN A 36 THD. RODS BOLTS USED WITH A-36 THD. RODS BOLTS USED WITH i USED WITH INSERT INSERT USED WITH INSERT INSERT T 8 T S T S T 8 ywo I 20.45 20.45 20.45 20.45 22. / 22./ 22./ 22./
INSERTS B 28.// . /XG7 56.2/ 2G.5/ 28.// /7G7 SG 2/ 2G.5/
payp ,, E /6.05 /6.05 /G.OS /G. Os . /8.c /8.G /8.G /8. G
' W A'S **
8 28.// /767 SG 2/ 26.S/ 28.ll /7. G 7 58.2/ 26.5/
s'i x ee Z /4.59 /4.59 /4.59 /4.59 /7.44 /744 /Z44 /744 INSEAIS B 28.// /7G7 5 6.2/
ee 26.5/ 2 8.// /7 G7 56.2/ 26.5/
Niur eee I /2.57 /2.57 /2.S7 /2.57 /d.9 /4.9 /4.9 /4. 9
/NSERIS ,*,*e B /7G7 SG 2/ 28.//
28.// 26.5/ /7.G7 5G.2/ 26.5/
S/XTEEN * *, *, ,* I /O.06 /O.OG /O.OG l0.06 /2.03 /2.03 /2.03 /2.03
'N ' ****
8 28.// /7G7 6G.2/ 2G.5/ 28.// /7. G7 5G.2/ 26.5/
TABLE I (Contd.) 7APPENDlX 3 h SSE ALLOWA6LE6 AklD d56 4LcdLM8LE$ (PAGE 9 OF10) gl
O O -
O 1
l ALLOWABLE LOADS OF l/2"W RICHMOND INSERTS (EC6W) AND BOLTS (IN CLUSTER) TO BE USED IN INTERACTION FORIAULAS FOR WALLS, SLABS & COLUMNS IN 22" THICK OR GREATER CONCRETE I.: INSERT CAPACITY B: BOLT CAPACITY T 2 TENSION S: SHEAR ,
' INSERT SPACING ON 10ft/C BMH WAYS INSERT SPACING ON 12"C/C BOTH WAYS A-307 BOLTS OR A-325 OR BETTER A-307 BOLTS OR A-325 OR BETTER INSERT PATTERN A-36 THD. RODS BOLTS USED WITH A-36 THD. RODS BOLTS USED WITH I USED WITH INSERT INSERT USED WITH INSERT INSERT T S T . S T S T S y I ,
2a45 2a45 20.45 20.45 ' 22./ 22./ 22./ 22./
/NSERM 8 28. // ' /767 56.2/ 2G.5/ 28.// /7 G7 56.2/ 26.5/
gg ,, I /G.OS /6.05 /6.05 /6.05 /8. G /8. G /8. 6 /8. 6
/NSERM ee g gg, jt j7, g7 Sg, gj gg,57 gg,jf 77,g7 Sg,g; gg,St giy ee Z /4.59 /4.59 /4.59 /4.59 /7.44 /7.44 /7.44 /7 44
/N ER N ,, g gg,jj 77 gy Sg, g, gg Sj gg,77 77, gy Sg,g; gg,S, y,gg eee I /3./5 /3./S /3./S /3./S /C.22 /6.22 /6.22 /6.22
/NSERIS eee 8 28.// /7 G7 5G.2/ 26.5/ 28.// /7 G7 SG.2/ 26.S/ '
- E //.54 //.54 //.54 /4.25 /4.25 /4.25 /4.25 gpyyygy ,,, //.54
/NSE/RTS eeee g gg,t/ 77, g7 SS, gj gg,5j gg,ft 77, g7 Sg g/ gg,57 TABLE I (Contd.) ,tAppEnorx s; (PAGE 10 OF 10 ;
Sse ALLowAStes Auo OSE Af L Lo tJAf SL ES g i
t j
i 4
SS .30 APPENDIX 4 P
I i
DESIGN CRITERIA FOR EMBEDDED PLATE STRIPS 1
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Lt Gibbs & Hill, Inc.
Specification No. 2323-SS-30 Revision 2 June 13, 1986 Appendix 4.
Page 1 of 22 APPENDIX 4 DESION CRITERIA FOR EM3EDDED PLATE STRIPS
1.0 DESCRIPTION
Embedded' plate . strips are ASTM A36 st' eel plates, 3/4" thick and 8" or 10" wide, embedded in concrete walls, columns, sides of beams and the underside of floor or roof slabs and attached to the concrete by means of Nelson studs welded to the plate. They are used to supp.or hangers and other structural supports which are connected to the embedded plate by welding or by threaded Nelson studs. The design of the threaded Nelson studs and the weld at the connection to the i embedded plate is the responsibility of the designer of s_ / the hanger or the structural support.
2.0 APPLICA3LE REFERENCES
- 1. Manual of Steel Construction AISC 7th edition
- 2. Design Data 10 -
Embedment Properties of Headed Studs-TRW Nelson Division 2-77 3.0 CAPACITY OF EMBEDDED PLATE STRIPS FOR CONCENTRIC LOADING j 3.1 Allowable loads on embedded plate strips are shown on i sheet A4.1 and A4.2 for loadings acting at mid-spans between studs and sheet A4.3 and A4.4 for loadings acting at stud locations. However, as shown on l sheet A4.3, the maximum allowable tensile load at the i extreme stud location on both ends ef..the. embedded plate i strip is reduced by 40 -percent. For loadings ac' ting between mid-span and stud location the allowable load shall be determined by linear interpolation.
i 3.2 Loading is not permitted on the cantilever portions of the embedded plate strips beyond the last pair of studs, i 3.3 Allowable loads as shown on sheet A4.2 and A4.4 are j valid only when loadings are placed within t3/4" of the centerline of the embedded plate and only if the Nelsen
! studs of the embedded plate are located at least B" from
A U Gibbs & Hill, Inc.
Specification No 2323-55-30 Revision 2 June 13, 1986 Appendix 4 Page 2 of 22 a concrete free edge (i.e., openings, . face of beam, etc.) in any direction.
3.4 " Pin Connections" shall be assumed for load transfer to the embedded plates. Only forces normal to the embedment (?) and forces in the plane of the
. embedment (S) may be transferred to the embedment.
Moments due to cantilever action or from any other source may be transferred to the embedmont only when the embedment is stiffened for the calculated moment.
3.5 The loading pattern on sheet A4-1 and A4-3 assumes that the embedment is loaded at the midpoint of every- span between pairs of studs for A4-1 and at every pair of studs for A4-3. In cases in which the load is distributed on more than one pair of studs, the full normal load (P) and only half of the _
plane load (S) should be censidered when using the figures on sheet A4-0 and A4-4. .
3.6 For capacity of embedded plate strips for loads acting on stud line see Cases 3 and 4 (A4-5 through A4-9) 4.0 CAPACITY OF EMBEDDED PLATE STRIPS,FOR LARGE EOCENTRIC LOADING i
i 4.1 Tension and shear forces generated on the stud anchors by loads applied eccentric to the supporting stud group t should be calculated to insure no failure of the stud anchors.
l
< 4.2 Ultimate tension and shear capacities of the stud l anchors shall be taken from reference 2 of this
! Appendix.
I The number of participating stud anchors may be 4.3
- increased by welding stiffeners to the embedded plate i- strips and to the support structure to ensure that the loading is spread to all the selected stud anchors. The embedded plate strip shall be checked for bending and shear.
4.4 Steel plate material is A-36 Nuclear Safety Related as l defined en Orawing 2323-5-0786 for embedded plate details.
Gibbs & Hill, Inc.
Specification No. 2323-55-30 Revision 2 June 13, 1986 Appendix 4 Page 3 of 22 5.0 REDUCED CAPACITIES OF HILTI EXPANSION BOLT - STRIP PLATE VIOLATING MINIMUM SEPARATION REQUIREMENT
. 5.1 For calculational procedures see final pages of this Appendix.
80 S
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a SECTION A-A .
CASE 1 _.
LOADINGS AT MID SPAN BETWEEN STUDS NOTATION :
P--- ACTLat APPLeo TE.H'41CN W -
2- Ac.,TLp4 Am.Jeo WE*. m. TLISI co,wc>s. Pvt A4 J 0mm. Lt%CS CH FJnESi!.CCEO PLATES O3 . r;--- . _ . _ _ <
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ALLOWABLE EMBEDDED PLATE CAPACITY FOR COM8NED TENSION AND SHEAR LOADS INTERACTION DESIGN CURVE FOR LOADINGS ETNG AT MO-SPAN BETWEEN STUDS CASE i NOTATION: .
P--- Ac,TuAL Mytia.o Tv.seoN tcwo, 3---MTuAL APPue.o sHe.ax. Lcno.
Tu51 c mascue.Pe a.
ALLOWAeLF LOAoS CH EMiblLOCE.C PLATE.t e a- _. __
== W25 SH. A4 2 3 .
F g CAPPENOlX PAGE O OF22) 4T
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SECTION B-B -
CASE 2 LOADINGS AT STUD LOCATIONS NOTATON : _
P-- ACTUAL M' PLIED TENSON LCMD.
S--- ACTUAL APPLIE.O SHP.LAR, LDC.
TLj6l CAMMPat. PFAA.
ALLCNMbLf. LOACS CN Og; #'
ema- e = =
EMBE.00 TLC PLATE.3
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S (KPS) l ALLONABLE EMBEDOED PLATE CAPACITY FOR COM8hED TENSON AND l ssEAR tonDs 1 .
INTERACTION DESIGN CURVE FOR LOADINGS ACTNG AT STI.O LOCATIONS CASE 2 NOTATION : .
P- ETuAL Arrueo TaNets LOMD.
3-. MTLAL APPUEQ S4 EAR. USD. . TLj$l NHE. N
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I - CEluNG SECTION A-A.
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CASE-3 LOADINGS ' AT MlD SPAN BETWEEN STUD 5
. . ON STUD 'UNE
. NOTATION: .
P.*,. ACTUAL APPUED.TENSICN LCAD -
s... AcTuAt. Appute SHEAR tcAm'. .
TU Sl .
CCMANCHE FEAR i .
~
, ALLOWAbbE LCACS CN g ' EMeEDDED PLATES
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. ALLOWABLE EMBEDDED PLATE CAPACITY FOR COMBINED TENSION -
SHEAR LOADS .
! INTERACTION DE5 kin CURYE FOR LOADINGS ACTING AT i MIO-SPAN BETWEEN STUCS ON STUO UNE i "
! CASE-3 . ;
, . NOTATION: )
f 7.1. ACTUAL. APPLIED TENSICH LOAD I W . ACTUAL APPLIED SHEAR *LCAD TU $l "CCMANCHE PEAK ._
ALLCWASLE LOACS CN l O, -
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Specification No. 2323-S5-30 Revision 2 June 13, 1986 Appendix 4 Page 13 of 22 Reduced Capacities of Hilti Expansion Scit-Strip Plate, Violating Minimum Separation Requirement Calculation of the reduced allowable capacities for Hilti expansion anchors and embedded strip plates spaced at less than minimum separation requirement indicated in attachment 3 item 2 in Appendix 1 of G&H specification S5-30 (CE I-20 Rev. 8)
Notation d Diameter of Hilti bolt (in)
X Distance between Hilti bolt and nearest edge of embedded strip plate (in)
Z Actual or estimated minimum distance between Hilti bolt and nearest Nelson stud of embedded : rip plate (in) 2=X+1.5 -
2 Minimum distance between Nelson stud of embedded strip plate and Hilti bol: for each to have 50% capacity (in)
=1.5-2.5d Za Minimum distance between Nelsen stud of emcedded strip plate and Hilti bolt for each to have 100% capacity (in)
" =4.0-5.0d R Allocation ratio for distance " "
R= d d*1.0 a Distance allocated to Hilti bolt (in) a=R (2-23 ) + 2.5d b Distance allocated to Nelson stud of ' embedded stip plate (in) b= -a b21.5" S.R. Separation ratio for Hilti bolt S.R. = a Sd R Tensile capacity reduction of Nelson stud due to separation TU requirement violation (kips).
T' Allowable (working) capacity of Nelson stud in tension (kips per stud)
S' Allowable (working) capacity of Nelson stud in shear (kips per stud)
T Allowable design tension load for Hilti bolt, see Tables 1 A and 2, Appendix ; of G&H specification $5-30 S Allowable design shear load for Hilti bolt, see Tables 1 A and 2, Appendix : of C&H Specification SS-30
) Gibbs & Hill, Inc.
V Specification No. 2323-S5-30 Revision 2 June 13, 1986 Appendix 4 Page 14 of 22 T Reduced allowable tension capacity for Hilti bolt (kips)
R S Reduce's allowable shear capacity for Hilti bolt (kips)
R P Actual applied tension load on embedded strip plate (kips)
S Actual applied shear load on embedded strip plate (kaps)
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Specification No. 2323-55-30 Revision 2 l l June 13, 1986 !
- Appendix 4 Page 16 of 2
PRCCIDURTS Step 1 l Find out the distance
between the nearest Nelson stud of embedded strip plate and Hilti bolt. ;
] a) If location of stud is known, measure 'Z'.
I b) If location of stud is not known, measure 'X' whe.e 'X' =
j distance between Hilti bolt and nearest edge of en. bedded i
- strip plate i u ny. 1,5" \
-i l1 Stoo 2 :
B l Determine whether spacing violation exists: .
f
, Min. req'd a : e 1.5 + 2.5d i
{ -if :< , not acceptable, relocate Hilti bolt ,
j -if :2:g=4.0 - 5d, both stud and Hitti belt are !
l fully developed therefore no spacing viciation exists 7 j and ne reduction is req'd. l 4 -if.1.5 + 0.5d,s : 4.4.0 - 5d, i 2
t Ii j a spacing violation exists, proceed to step 3 f t
S t oo.3 -
I t
j Calculate the reduced allowabis capacities of the Hilti bolt. !
- a
, R= d del.O i a = R(: "i) * :.5d f b = :-a !
S.R. = a '
i $d !
] Reducwd' allowable (working) capacity of Hilti bolt in tension l and shear j i
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V Specification No. 2323-SS-30 Revision 2 June 13, 1986 Appendix 4 Page 17 of 22 T =T (S.R.)
R A S =S (S.R.)
R A Step 4 Calculate the reduced allowable capacities of Nelson stud.
R = 12.4-2.5b (for 1.5 s b s 3.5)
TU R = 28.9-7.2b (for 3.5 < b 5 4.0)
TU Raduced allowable (working) capacity of Nelson stud in tension,
'v T' = 9.95 - Ryg (hips / stud) 3 ster 5 Verification of embedded strip plate adequacy.
A) Location of Nelson studs of the embedded strip plate is known.
Cana 1: Loadings (F&S) acting at midspan between studs; embedded strip plate is adequate when equations 1 and 2 are both satisfied.
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Specification No. 2323-SS-30 Revision 2 June 13, 1986 Appendix 4 Page 18 of 22
[S + [ P S/3 s1.0 (2) 17.92 j I
1.64(T') j l case 2: Loadings (P&S) acting at stud locations emoedded strip plate is adequate when equations 3 and 2 are both satisfied.
2 - 1/2 S + .I P $1.0 (3) 306.00 l 14.46
_ \ -
g 5/3 S + (2)
{;17.92 _P _ ')\5/3 $1.0 1.n4(T )
Case _3: Loadings (P45) acting somewhere botveen case 1 and case 2 I
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Specification No. 2323-55-30 Revision 2 June 13, 1946 l Appendix 4 Page 19 of 22 l
[
Calculation procedures l (1) Measure distance 'Y' (from nearest stud location to applied load P&S),
(2) With known S (or P) calculate allowable P (or 5) for both !
case 1 and case 2 as per equations 1, 2, and 3, 2 i respectively, l (3) Interpolate by the use of either of the two following !
equations 4 or 5. ;
P case = P case +( 6 - Y) (P case a - P case :) Kips (4) !
6 l (Allowable) !
I SB !
t S case 3 m S case +
( 6 - Y) (5 case : - S case ) Kips (5) [
6 (Allowable) t l
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Specification No. 2323-SS-30 Revision 2 June 13, 1986 Appendix 4 Page 20 of 22 (4) Compare P (allow) of case 3 (or 5 (allow) of case 3) with a::ual P (or S).
O B) Location known:
of Nelsen s':uds of the e=cedA J strip plate not E.2edded strip plate is adequate when equations 1 and 2 are
, both satisfied.
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O Cibbs & Hill, Inc.
Specification No. 2323-55-30 Revision 2 June 13, 1986 Appendix 4 Page 21 of'22 ALLOWABLE LOADS FOR_ ADJACENT SPANS WYMAY,)
o =
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, : : : : : : )
% % (4 .ssw tA smvi .s=AN te o i u -
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mo N.RCO a) C' & :" are used here only for illustrative purposes, b) O' < :" and both O' & :" are bolt violations. .
c) The maximum capacity of the embedded strip plate, in particular span 1, is determined by calculating the allowable capacity of the Nelson stud nearest to the Hilti (working bolt, ( linthiscasesinceO'<0").
d) !! a load is to be placed on span 1A, the ma::: mum capacity caterminec for span 1 may be used for span 1A provided that O no other supporting span 1A.
then cheese spac'.nq violation exista for any other Nelson stud the
!! another spacing violatten dcas exist.
sma'lest : dimension for any one of the
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Gibbs & Hill, Inc.
Specification No. 2323-SS-30 Revision 2 June 13, 1986 Appendix 4 {
Page 22 of 22 4 studs of span lA to determine the load capacity by using the procedures cuttined on the proceeding pages.
e) If a load is to be placed on span 15, the maximum capacity of strip plate is determined by calculating the capacity of the Nelson stud located at 2" distance from Hilti Bolt, as illustrated above, provided that no other spacing violation exists for any other Nelson stud supporting span 1B. Follow the procedure as mentioned above in note d if another spacing violation exists.
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.$$ 'b0 APPEN0!X 4W OE5!C,1 CRITERIA FOR EMBE00E0 PLATE STRIPS (At TERNATs) e O ,
t (Attachmer;t to Westinghouse Docurr.ent No. 10923 Transmitttd with ter-8031 arnt 50-433 Dated 9/3/u a
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k APPENDIX 4W OESIGN CRITERIA FOR EM8E00E0 PLATE STRIPS JutlE 3, 1986 Revision 1 AUTHORS: C, ,',,4< of the emcedded plate are located at least eight inches from a concrete freeedge(i.e.ocenings,faceofbeam,etc)inanydirection.
1542s/238s:10A
.Gibbs & Mill, Inc.
Specifi' cati ~on' No. 2323-55-30 Appendix 4W Page 2 of 14 3.4 Construction tolerance shall be considered during the design phase.
Allowable loads are based on the eccentricity of the attachment center line from the centerline of the plate strip. The design eccentricity shall be increased by 3/4" to provide location tolerance during construc-tion unless increased eccentricity is prevented by the one inch minimum edge distance of paragraph 3.1.
4.0 CAPACITY OF EM8E00E0 PLATE STRIPS 4.1 The emoedded plate shall be evaluated for loads from all attachments or both stud capacity as specified in Paragraph 4.2 and for plate bending as specified in Paragraph 4.3. Where attachments are located closer to eacn other than twelve inches attachments shall be evaluated concurrently as
, specified in Paragrah 4.4 If the attachment is located less than 4 inches from the end of the stric plate, the allowable stud tension loads shall be reduced by a factor ,
if there is an adjacent strip plate. S' equals the distance between the end studs of the 2 plate strips, see Figure A-4W 3. Note that the shest capacity does not require reduction as long as a 3 inch spacing is maintained between studs.
If the end stud 1ccations are not known the attachment weld centroid or centroids must be 1ccated at least six inches from the plate end, otherwise 5 must be assumed to aquel the minimum possible spacing of.3".
Loads applied to the attachment are designated as Fa F y F2e Mm e Mye M2 , (kips or inch kips) with I normal to the plate and y parallel to the plate center line. 'A' is the minimum dimension of the attachment cross-Section. When a base plate is used, 'A' is the dimensicn from the compression face of the attachment memoer to the tension weld between the base plate and the emoedmont. 'Es' is the eccentricity of the attach-ment center line frcm the center line of the plate.
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!!42s/228s:1ca
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Gibbs & Hill, Inc.
Specification No. 2323-55-30 Acpendix 4W O -
Page 3 of 14 b
4.2 Studs shall satisfy the allcwables defined by the following equations:
Stud Tension: T3 = (0.5F2+ 0.16M,)(1 + 0.4E,) + 0.2M, (1 + 0.2E,)
M
~
2 1/2 -
Stud Shear: V, =
1/2 ((F, +
f)2 . p3 f
Interaction: ( )S/3 .( )S/3 $g 4.3 Plate stress shall be evaluated for attachments with minimum dimension less than four inches ano shall satisfy the allowables defined by the followjng equations.
ft = 0.375 Vs f 2= 2.4 (1 .10A) (1 + .2Ex) Fz f3 = 1.1 (1 .15A) (1 + .07Ex) M x f4 = 0.9 (1 .15A) (1 + .2Ex) My f=ft+f2*f3+f4 ~
f 1 27 ksi 4.4 For attachments A and B 1ccated closer than twelve inches apart at spacing
's', calculate the stud loads (Tsa, Tsb. Ysa. Vsb) and maximum plate stress (fa. f )b using the equations given in 4.2 and 4.3. The comcined stud loads (Ts. sV ) and plate stress (f) calculated from the following equation should then be checked in the stud interaction equation and against the allowable plate stress.
Ts = Grpater of (Tsa, Tsb) +(12 - S) x lesser of (Tsa, Tsb) 12
~
.Vs = Greater of (Vsa. Vsb) +(12 - 5) x lesser of (Vsa, Vsb)
L2
~
f = Greater of (fa. f b) +(12 - 5) x lesser of (f a.. fb) 12 O
15a2s/238s:10A
Gibbs & Hill, Inc. ..
Specification No. 2323-SS-30 Appendix 4W
,. S ,
Page 4 of 14
/ )
V These expressions assume that the higher loaded attachment is located at the most critical location. The influence of the other attachment is then obtained using linear interpolation between zero influence at twelve inch spacing and absolute sumation at zero spacing.
4.5 The nu=cer of participating stud anchors may be increased by welding stiffeners to the emoedded plate strips and.to the support structure to ensure that the loading is scread to all the selected stud anchors. The emcecded plate strip shall be checked for bending and shear.
4.6 Steel plate material is A-36 Nuclear Safety Related as defined on Drawing 2323 0786 for embedded plate details.
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' Specification No . 23 23-S'$ 3 0 ~"
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Appendix 4W
. Page 5 of 14 v .
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SpecificatidW Nb. 2323-55-30 Appendix 4W Page 6 of 14
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5.0 REDUCED CAPACITIES OF HILTI EXPANSION BOLT - STRIP PLATE VIOLATING MINIMUM SEPARATION REQUIREMENT 5.1 The reduced allowable capacities for Hilti expansion anchors and embedded strip plates spaced at less than minimum separation requirement indicated in Attachment 3 item 2 in Appendix 1 of G&H specification 55-30 (CE I-20 Rev. 8) shall be calculated using the following procedure:
5.1.1 Notation (see Figure A4W-2) d Diameter of Hilti bolt (in)
X Distance.between Hilti bolt and nearest edge of'estedded strip plate (in)
Z Actual or estimated minimum distance between Hilti bolt and nearest Nelson stud of embedded strip plate (in) Z=X+1.5.
Z1 Minimum distance between Nelson stud of embedded strip plate and Hilti bolt for each to have 50% capacity (in) Z =1.5+2.5d.
i Zz Minimum distance between Nelson stud of embedded strip plate ano Hilti bolt for each to have 100% capacity (in) Z =4.0+5.0d.
2 R Allocation ratio for distance "Z" R= d d-1.0 a Distance allocated to Hilti bolt (in) a=R (Z-Z1 ) + 2.5d b Distance allocated to Nelson stud of embedded strip plate (in) b=Z-a b>01.5" S.R. Separation ratio for Hilti bolt S.R. = a,_
5d RTU Tensile cacacity reduction of Nelson stud due to separation requirement violation (kips) .
T' Allowable (working) capacity of Nelson stud in tension (kips per stud) i S' Allowable (working) capacity of Nelson stud in shear (kips per stud)
TA Allowable design tension load for Hilti bolt, see Tables 1 and 2 Appendix 2 of of G&H specification 55-30 1542s/23Es:10A
Gibbs'& Hill, Inc.
Specificatich'No. 2323-55-30 Appendix 4W Page 7 of 14 l
l SA Allowable design shear load for Hilti bolt, see Tables 1 and 2 Appendix 2 of G&H Specification 55-30 TR Reduced allowable tension capacity for Hilti bolt (kips)
SR Reduced allowable shear capacity for Hilti bolt (kips)
P Actual applied tension load on embedded strip plate (ki_ps)
S Actual applied shear load on embedded strip plate (kips) i I
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1542s/238s:10A
Gibbs & Hill, Inc.
Specification No. 2323-SS-30 Appendix 4W Page 8 of 14
, 12"(MAX.)
,E_ TYP.
- 3/4" THICK EMBEDDED y
/STRIPPLATE
_. m . e c :
'e 'w C y 0 0 5-L
, NELSON STUD R
PLAN OR ELEVATION
/ % EDGE OF EMSEDDED STRIP PLATE V
Z s
I
/
X H. BOLT 1.5" _ _
NEAREST STUD TO g =
HILTI BOLI (L
p STUD LOCATION OF 5T00 LOCATION OF STUD l
NOT KNOWN KNOWN NCTAT!cN
@ x!LTI soti FIGURE A 4W-2 -
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Specification No. 2323-SS-30 Appendix 4W 73 '
Page 9 of 14
\,
5.1.2 Calculation Procedure Sten 1 Determine the distance 'Z' between the nearest Nelson stud of embedded strip plate and Hilti bolt.
a) If location of stud is known, measure 'Z'.
b) If location of stud is not known, measure 'X' where 'X' = distance between Hilti bolt and nearest edgr. of embedded strip plate I'= X + 1. S "
y Stem 2 Determine whether spacing violation exists:
Min. Z required = Z1 = 1.5 + 2.5d
-if Z<Z 1 , not acceptable, relocate Hilti bolt
-if Z>Z 2=4.0 + Sd, both stud and Hilti bolt are fully developed therefore no spacing violation exists and no reduction is required.
,$f 1. 5 + 2. 5d < Z 4 4.0 + Sd 11 L2 a spacing violation exists, proceed to step 3 Stem 3 .
Calculate the reduced allowable capacities of the Hilti bolt.
. R= gd a = R(Z-Z1 ) + 2.Ed b = Z-a .
S.R. = f 1542s/228s:1CA
Gibbs & Hill, Inc.
Specification No. 2323-SS-30
. Appendix 4W Page 10 of 14 Reduced allowable (working) capacity of Hilti bolt in tension and shear TR=TA (S R-)
SR"SA (S.R.)
Steo 4 -
Calculate the reduced allowable capacities of Nelson stud.
RTU = 12.4-2.5b (for 1.5 5b$ 3.5)
RTU = 28.9-7.2b (for 3.5 5b $ 4.0)
Reduced allowable (working) capacity of Nelson stud in tension.
T' = 9.95 - '
(kips / stud)
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1542s/228s:10A
f 11111 ~, ' Inc.
Gibbs "t, Specification No. 2323-SS-30
~ Appendix 4W Page 11 of 14
, Step 5 Verification of embedded strip plate adequacy.
A) location of Nelson studs of the embedded strip plate is known. Use the reduced allowable (working) capacity of the stud in tension in the inter-action equation of paragraph 4.2 for all attachments within spans 1, 1A and 1B (see allowable loads on adjacent spans, pass 12).
B) Location of Nelson studs of the embedded strip plate is not known. Use the reduced allowable (working) capacity of the stud in tension in the interaction equation of paragraph 4.2 for all attachments located less than twelve inches along the plate strip from the Hilti bolt.
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1542s:10A
Gibbs & Hill, Inc.
Specification'No. 2323-55-30 Appendix 4W O. .-
Page 12 of 14
, ALLOWABLE LOADS FOR ADJACENT SPANS l
1.
D l 12" (MAX.) l
~
(TYP.)
h
)=
= 6 h '
g SPAN 1A $ PAN 1 $ PAN 18
" a N .
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2 2 STUD H. BOLT 1
l
- a) Z' & Z" are use'd here only for illustrative purposes
. b) I' < Z" and both Z' & Z" are bolt violations ,
l c) The maximum capacity of the-embedded strip plate, in particular span 1, is determined by calculating the allowable (working) capacity of the Nelsen stud nearest to the Hilti bolt, (Z' in this care since Z' < Z").
d) If a load is to be placed on span lA, the maximum capacity determined fer span 1 may be used for span lA provided that no other spacing violation exists for any other Nelson stud supporting span lA.. If another spacing violation does exist then choose the smallest Z dimension for any one of the four studs of span lA to determine the load capacity by using the procedures outlines on.the preceeding pages.
O 1542s:10A i
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Gibba & Hill, Inc.
Specification No. 2323-SS-30
- Appendix 4W Page 13 of 14 '
O l
e) If a load is to be placed on span 18, the maximum capacity of strip plate i is determined by calculating the capacity of the Nelson stud located at Z" l
distance from Hilti Bolt, as illustrated above, provided that no other spacing violation exists for an other Nelson stud supporting span 18.
Follow the procedure as mentioned above in note d if another spacing violation exists.
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m Gibbs & Hill, Inc.
Specification No. 2323-SS-30 Appendix 4W Page 14 of 14 i
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SS.30 APPENDIX 5 I t
t DESIGN CRITEP.IA FOR !
l EMBEDDED LARGE STEEL PLATES l
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4 Specification No. 2323-SS-30 Appendix 5
- Page 1 of 13 l
- APPENDIX 5 DESIGN CRITERIA FOR EMBEDDED LARGE STEEL PLATES l
< l.0 DESCRIPTION Embedded large steel plates are ASTM A36 steel plates, 3/4" thick conne :ed to concrete i
walls. and the under side of slabs by means of Nelson studs embedded in the i concrete and welded to the- plate. They are used to support hangers and other structural supports which are' a
connected to the embedded plate by welding or by threaded Nelsen studs. The design of the threaded Nelson studs and the welds at the connection to the embedded plate is the responsibility of the designer'of the hanger or other structural support.
2.0 APPLICABLE REFERNECES (a~%) 2.1 Manual of Steel Construction AISC 7th Edition 2.2 Design Data 10 - Embed =ent Properties of Headed
] Studs - TRW Nelson Elvision 2-77.
3.0 ALLOWABLE LOADS ON EMBEDDED LARGE STE,L E PLATES 3.1 For design purposes each steel plate is divided into i.
four different regions: Cantilever, Exterior, Exterior Corner, and Interior. There is an additional region
- called " Exterior Region Near Opening" if an opening in the steel plate exists. See Sheet A5-1. Designation of regions is as follows:
Area A: Interior Region Area B; Exterior Region ,
Area C; Exterior Corner Region Area D: Exterior Region Near Opening Area I; Cantilever Region a
~
3.2 Steel plate material is A-36 Nuclear Safety Related as i
defined on Drawing No. 2323-5-0786 for embedded plate i details, i
D O Gibbs & Hill, Inc.
Specification No. 2323-SS-30 Appendix 5 Page 2 of 13 l
3.3 For allowable tension and shear loads at any location of i each particular region of the steel plate see Sheet AS-2 through A5-4 and Sheet AS-8 through AS-10. No loading is permitted in the cantilever region except if special design is made for adequate load distribution.
3.4 Stiffners may be used between the attachment and the plate for load distribution in order to stay within the allowable loads defined on Sheet A5-2 through AS-4 and Sheet AS-8 through A5-10.
3.5 When moment is transmitted to the plate, the moment may be converted into a couple acting on the plate; the couple is calculated as the resultant tensien and compression force of the distributed pressure acting on the plate due to the moment. The tension compenent of the couple and the direct tension load shculd be combined numerically. The resulting tension force and
[_s} the simultaneous shear force should be used in
\d conjuction with Sheets A5-2, AS-3, AS-4, A5-8, A5-9 and AS-10 in order to ensure that the plate is not overloaded. Other design methods may be used if creven by analysis.
3.6 Weld contours of adjacent attachments, including auxiliary steel, shall be separated by 12 inches minimum. See Sheet A5-5.
For examples, see Sheet AS-6 and Sheet AS-7 for pin and moment connections to the large steel plate, respectively.
3.7 a) Allowable load capacities for attachments smaller than 6"x 6" are shown on Sheets AS-2 through A5-4.
b) Allowable load capacities for strachments 6"x 6" and larger are shown on Sheets A5-8 through A5-10.
A::achments should be welded all around.
Note: If the attachment is not square the smaller dimension of the attachment shall be at least 6".
3.8 For plate attachments larger than 16" x 16" the use of Sheets AS-6 through A5-10 may be too conservative. :n rx these cases, the total tension and shear forces may be
( distributed to a few lumped force points along the tension welds. Each lumped force point should maintain
/'\
-- Gibbs & Hill, Inc.
Specification No. 2323-55-30 Appendix 5 Page 3 of 13 a minimum of 12" from any adjacent lumped force point.
The allowable load capacity shown on Sheets AS-2 through AS-4 may then be used to check each individual lumped force.
3.9 If the attachment is connected to more than one region of the large steel plate the smallest allowable load capacity of these regions should be used.
3.10 Attachment dimension refers. to the dimension of the attachment at the interface with the large steel plate.
(
s
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. . ENDl% Wp (PAGE 4 of 13 j
- f. 'CANTILEYER REGION (AREA E)
EXTERIOR REGidN (AREA B)('TYR)
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PLAN OR ELEVATION
. NOTES : Fic,. l .
- 1. FOR ALLOWASLE. LOAD CAPACITY .AT ANY LOCATION OP s AREA A ; INTERIOR REGION,SEE FIG.'2 At4D FIG.8.
AREA 5 ; EXTERIOR RE&lON,SEE FIG.3 AND FIG.9.
AREA C ; EXTERIOR CORNER, REGION, SEE FIG.S ANO FIG.9. -
AREA Dt EXTERIOR REGION NEAlt CPN'6.,SEE FIG.4 AND FIG.lO.
2.THE DIME.NSION"De* 15 THE FREE EDGE DISTANCE AS SHOWN.
~ 3.FOR LOCATION OF STEEL PLATES SEE. DE/CD 5-1445.
- 4. FOR NELSON STUD PATTERN SEE. DE/CD 5-1582 TUSI COMANCHE PE AK TYPICAL CONFIGURATION OF O 5' LARGE STEEL PLATES FOR LOADED REGIO.N
- =~= + -.
- - 2323 SH. AS-l
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(IAPPENolXSh)
PAGE 5 OF 13
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NOTUiON r G. 2 pr--- ACTUAL APPLIE7 TENSION LPAp
- S-- ACTUAL APf' LIE 9 SHEAR. LOAD * ,,
-~U S COMANCHE PEAK i
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--2323 SH. A5-2
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NOTATION TU Si COMANcME PEAK P__ ACTUAL APPLIED TENSION LOAD, 5... ACTUAL APP' LIED SHEAR LOAD
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ALLOWABLE LOAD C APACITY FOR COMBINED TE NSION AND
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_ ACTING AT EXTERIOR REGION NEAR OPND. (AREA D) WITH De=T',8,I48
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CRJTER/A (d) KffEK$ 70 THE D/ STANCE DE TW1fH THE WELD Of THf TfN$/0W ATTACHMEN7 70 TNE CEHTERLINE OF THE CCHFRE.5610W
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I QUESTION : J F 6 = 1.0 % P = '2. 0 5 l = F-f AND c a lC" 14 THE LAEGE O 5755' e'^75 ArcauxT5 5 .
i 6OLUTION *A' T WELD A'.
! 6HE.AR SA 5._5/z : "Z.oA. 81.0" ,
TENSION .DUE TO,CANTILEVE.E MOMENT I P.A PA= (b (*ZX O'O 8,M TEN $10H DUE, TO DIEECT' TENSIONWTPI PA" = F/t = 1.0"
- R.E.6ULTANT TEN 510N IPA
- FA + Pi = 8.4 + i
- S.48 FEOM FIGUEE,"Z 5 aM = 5.d.">NE.ET 'Z. 0 " o.K. 4 AN6: % 15 ADEQUATE i
4 1 IF PA' < PA' THEN THE. EE5ULTANT TEN 510Nf IPA = P + PA' TU 5l ccMANcHE PEAR MOMENT" CONNESTION i TO LAEC7E 6 TEE.L PLATE.
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ALLOWABLE LOAD CAPACITY FOR COMBINED TENSION AND
_ SHEAR - - 5"es AT TAC HMEN TS 6"x 6* OR LARGER INTERACTION DESIGN CURVE FOR LOADINGS ACTING AT INTERIOR REGION (AREA A) norAnou = G. 8 P MruAL APPL /fD TENS /oyLeAC* -
S. ACTUAL. AFFL.IID SHEAR LDAD* --
S COMAN E PEA K
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S(KIPS) i ALLOWABLE LOAD C APACITY FOR COMBINED TENSION AND I SHEAR -
Foc AT TACHMEN TS 6'x 6' O R LA RGE R i
INTERACTION DESIGN CURVE FOR LOADINGS i ACTING AT EXTERIOR REGION (A RE A B)
! AND ACTING AT EXTERIOR CORNER REGION (AREA C)
G9 n o ra n osi F . Actual AFFL/fD TEN 0/0W4040*
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--2323 SH. AS 9 1
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! ALLOWAELE LOAD C APACITY FOR COMBINED TENSION ANO (
! SHEAR -
Foa ATTACHMEN TS 6% 6"OR LARGER !
l INTERACTION DESIGN CURVE FOR LOADINGS l l ACTING AT EXTERIOR REGION NEAR OPND. SREA D)WITH De= 2',4*6'18" l i
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--2323 SH. AS lO !
l
s SS -30 APPEN0!X !W !
DESIGN CRITERIA FOR EMBE00E0 LARGE hTEEL' L P, ATES (ALTERNATE)
O .
r (Attachment to Westinghouse Document No. 10923 Transmitted with WPT. 8031 Dated 9/10/85 )
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Gibbo & Hil., Inc.
Specification No. 2323-SS-30 Appendix 5W.
O APPENDIX 5W DESIGN CRITERIA FOR EMBEDDED, LARGE STEEL PLATES AUGUST 30, 1985 O .
AUTHORS: fohscI
,R. S. Orr o
ll R. Condrac VERIFIER: *M k b. s e H. P. Bonnet APPROVED: < .!' ! !'b' /d./
M. Mahlab
[
Gibbs & Hill, Inc.
. Specification No. 2323-SS-30
's Appendix SW O- Page 1 of 6 b'. '
1.0 DESCRIPTION
Embedded large steel, plates are ASTM A36 steel plates, 3/4" thick connected to concrete walls and the under side of slabs by means of Nelson studs embedded in the concrete and welded to.the plate. They are used to support hangers and other structural supports which are connected to the embedded plate by welding or by threaded Nelson studs. The desig,n of the threaded Nelson studs and the welds at the connection to the embedded plate is the responsibility of the designer of the' hanger or other structural support.
^
l 2.0 APPLICABLE REFERENCES 2.1 Manual of Steel Construction AISC 7th Edition. i 2.2 Design Data 10 - Embedment Properties of Headed Studs - TRW Nelson Division 2-77.
O 3.0 ALLOWABLELCdDSONEMBEDDEDLARGESTEELPLATES 3.1 For design purposes each steel plate is divided into different regions:
Cantilever, Interior and " Exterior Region Near Opening", if an opening in the steel. plate exists. (See Fig. AEW-1). Designation of regions is as follows:
l Area A; Interior Region Area 0; Exterior Region Near Opening Area E; Cantilever Region 3.2 Steel plate material is A-36 Nuclear Safety Related as defined on Drawing No. 2323-5-0786,for embedded plate details.
I i O
1E41s:1CA l
Gibbs & Hill, Inc.
Specification No. 2323-SS-30 Appendix SW
[,') , Page 2 of 6 V ,
3.3 Loads on attachments on the interior region (Area A) shall be evaluated by calculating stud tension and shear loads using the following algor-ithms and evalu,ating these stud loads using the stud interaction equation given below. Loads on the attachment are defined as Fx, Fy , Fz.
'Mx,My,Mz with the z axis taken nomal to the embedment plate.
'a' shall be taken as the smaller attachment dimension but shall not be taken greater than 6". The absolute value of the maximum load shall be
- used. --
2 2 M + M Stud tension: T' s O F +[* a + 2 Stud shear: V s 12 a ((F x + 0.05 M )2+ (Fy + .05 M2 )2]I/2 g-Allowable stud leads: ( )S/3 . ( )S/3 3.4 No loading is permitted in the cantilever region except if special design is made for adequate load distribution.
3.5 Attachment to the exterior region near openings is only permitted when the edge distance, Oe, from the face of the opening to the first stud line is known such that the extent of the cantilever region is defined.
If De g 4" loads on attachments may be evaluated in accordance with paragraph 3.3. If De 4 4" stud tension and shear load shall be evaluated in accordance with paragraph 3.3 and these loads shall be evaluated using the following interaction equation.
T Y c 5/3
- s (2.975 0, I (T G )5/3 51 0
1541s:10A
Gibbs & Hill, Inc.
Specification No. 2323-SS-30 Appendix SW O Page 3 of 6 b
3.6 Stiffeners may be used between the attachment and the plate in order to increase the effective attachment size to stay within the allowable loads defined in paragraphs 3.3 and 3.5.
3.7 Weld contours of adjacent attachments, including auxiliary steel, shal1 be separated by 12 inches minimum. (See Fig. ASW-2). This minimum spacing is also applicable across butting lines between adjacent plates.
3.6 for plate atracaments larger than 16" x 16" the use of' paragraphs 3.3 anc 3.5 may be too conservative. In these cases, the total tension and shear i
forces may be distributed to a few lumped force points along the tension welds. Each . lumped force point should maintain a minimum of 12" from any
' adjacent lumped force point. The allowable load capacity of paragraphs 3.3 and 3.5 may then be used to check each individual lumped force.
3.9 If the attachment is connected to'more than one region of the large steel O
O plate the smaller allowable load capacity of these regions should be used.
3.10 Attachment dimension refers to the dimension of the attachment at the interface with the large steel plate. If the attachment consists of a structural member and baseplate welded to the sheet plate, the dimension a shall be the distance from the compression flange of the structural member to the tension weld of the base plate to the sheet plate (see Fig.
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Gibbs & Hill, Inc.
Specification No. 2323-SS-30
( Appendix SW
! Page 4 of 6 INTERIOR CANTILEVER REGION REGION (TYP) (AREA A) (AREA E) 2" [0
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PLAN OR ELEVATION VIEW OF SHEET EMBEDDED PLATE FIG. ASW-1
Gibbs & Hill, Inc.
. Specification No. 2323-SS-30 Appendix SW O- Page 5 of 6 l
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i Gibbs & Hill, Inc. l Specification No. 2323-SS-30 i Appendix SW
( Page 6 of 6
. HANG:E AT INTE.00E EE610NIAEEA A) 0F LAEdiE 6 TEE.L FLATE.
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i SS-30 APPENDIX 6 t
1 i
ALLOWABLE LOAD CRITERIA FOR l-1/2" DIAMETER - A193 GRCUTED IN ANCHOR BCLTS
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Specification No. 2323-55-30 Appendix 6 Page 1 of 1 ALLOWABLE LOAD CRITERIA FOR 1-1/2" DIAMETER - A193 GROUTED-IN ANCHOR BOLTS For a single grout-in bolt installed in accordance with procedure set forth in CP-EI-13.0-3-Rev.1, allowable load criteria is as follows:
- 1. Allowable Tensile Capacity
- a. Ultimate load condition - 105 Kips .
- b. Working load condition -
66 Kips
- 2. Allowable Shear Capacity
- a. Ultimate load condition - 69 Kips
- b. Working load condition - 34.5 Kips (Av)
- 3. Cer. tined Tension and Shear
- a. Ultimate load condition
_T
+ V s 1.405 in.2 (Tensile stress area of 75 Ksi 49 Ksi 1-1/2" Diameter - A193 bolt)
- b. Working load condition T + V s 1.405 in.2 47 Ksi 24.5 Ksi Use allowables given for ultimate load condition when designing for emergency /f aulted ( service level C&D) loads and when design is based on normal / upset (service level A&B) loads use allowables given for working load condition.
The above criteria can be used for a group of 4 bolts and 6 bolts in a 2'-9" min. concrete thickness, provided a minimum spacing of 14 in. for 4-bolt pattern and 18 in. for 6 bolt pattern is maintained.
In the event of, a) overlapping due to another anchor of a near-by supper b) edge distance effec due to proximity of opening etc. above criteria cannot be applied directly. Such situations
( should then be independently examined on a case by case basis.
<- - - - n-,--, - , - - , - - - ~ - , - - - - - , - , ~ - - - - - - - - --~a , o,,- er re- e ve----,,aw w,,----e,,e-m-- - .
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C:2%NC*-2 PEAK STTIN ELIC ?lC STAT:CN CESIGi GANGE AUn! CRIT.A'"ICN (WI!J ) (*/M.Z ACd!') 9E ECRPCP/CID DI CESIGi ::CC.2d.D:r DCA NO. 15.333 R-1 .
1 SAC. FEU'"ED CDC*.: MET": XX' YES NO -
FOR OtFICE AND -
x,m.,cERING USE ONLY
- 3. CESC?l?rICN!
2323-55-30 RE7. 0 A. AP7I.ICAEI.Z SPET./tNG/tCClEfr
- 3. D."._A:~ S THIS PIVISION VOIDS AND SUPERSEDES DCA-15.338 R-0 Md Accendix 6. " Allowable load Criteria for 1-1/2"O - A193 Grouted in Ancher Bolts" to the referenced seccification.
(s' 35 1145 f'- m, : IV E D
! O M 1 o 100 4
- 4. SUPPOR"nG CCC2'.CTrA'**CN:
g wo .
OCC:. MENT CQNTROL CIN-576.,, . ..;- , GTN-62137 Deleteo Page 2 of Revision "G" of Inis DCA per telecen cetneen c. i.. ce:xcr s_ad P. Patel en 1-12-81
- 5. APPRC'J7,L SIGr:RES: PP/cep A. CRIGDRICR: % CA"'E /'/ 2-B. CESIGi REPRESDTEATIVE: 8.v DATE N 1 '"'
I y/r C. CGIGi EG PRICR ';O ISSUE: (L.- '". i. M CN;'E i'/' 7 / f I
- 6. VCC:R RE ATED dRGE X. NO ~) i ?,.C. NLYBER
- 7. S:7AT:ARD DIS"" RIEL'r!CN: .
AW.S (CRIG2RI.) (1) B. F. JONES-PROCURD D T (2) cuAL: E conTEERnc (1) l'
- CC"U FCR CRIG. CE3IG: (1)
TS FOR CRIG. DESIGN (1)
PSE (1) cxAicm a_g3 CIVII. ENGIhMG (1) l
, , - - --.-,---e-.----- , --e.---.7.---.,,,--7,,, ..--.,y - _ . . - - . , , - , , . , . , , , _ . , _ . , . . _ . , . . - - . _ , - - -
3 P EC IFICATIO N 3323-5$-SC
('
APPEND tX 6 A L t.oWAS LE LOAD cmTY.RIA FOR lE"9 - A 19 3 G ROUTED -IN ANCHO R BOLTO For a single grout-in
- bolt installed Tn
- cerdance with procedure set forth in CP-C -13.0-3-Rev.1, allevable load critaria is as followes .
- 1. Allowable Tensile capacity -
a) Ulti=ata load condition - 105 Kips bl Working load condition - 66 Kipe
- 2. Allowable Shear Capacity ,
a) Ultimate load condition - 69 Kips b) Working load condition - 3 4.5 Kips
- 3. Cembined Tension & Shear a) Ultimate load condition T + V 75Ks1 4TKai N( l.405 in.2 (Tensile saess area of ths-A193 b=lti O
i s i b) Working load conditica
! U
+ V I
47Asi
( l.405 24.5Kai in.2 Use alicwables given for ultimate load c=nditics .t.an demiq=ing for emergencf/ faulted (service level CADL loads and when I
- design is based on normal / upset (service level A&B) loads use allowables g1ven for wor.6.ing lead condi:iwn.
':?.e above criteria can be used for a group cf 4 bolts and 6 bolts in a 2 '-9" min. concrete thickness , provided a minimum spacing of 14 in, for 4-bolt pattern and la in.
for 6 bcit pattern is maintained.
In the event of, a) overlapping due to another anchor of a near-by supper. b) edge distance effect due to proximity I
l of opening etc. above criteria cannot be applied directly, Such situations shculd then be independently examined '
on a case by case basis.
- ~ --
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CCMANCEE PEAK SH:AM EurIRIC SIATICI r II
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, .CCA NO. 15,338 (WIIL) (MIE1%E2I) BE DKERPCRATID IN CESIGt DCCDENT w
'?...!.M- 1. SAFE:T REEAUD ED" RENT: XX TE5 . NO .
i-- - 2. CRIKENAICR.: CPPE XX CRIGINAL DESIGNER *...
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a- 3. DESCRIPTICN:
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A. APPLICARf2 SDBC/EN'yECCCHENr 2323-55-30 RE7 0
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- 5. . CE.:2..I.Is 1. Add sh'st e 2 of 3 hereof to Accendix 3 of the .
,..K__.....
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.w,
'y * ~y y :.,,.2 referenced specification. : - --
. -h... 2. *JFdFAcoWfiF6' "AllI$tabke t.oad Criteria for 1 1/2"9 kk93 GNntted in .,
,. . .....g .
+ .g . . .g ..,. p ... 4 7, .,
Anchor Bolts", to the referenced seacification. .
......n.,..
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g.g.
- 4. SUPPCRmE IEEDENIATICN:
7 o y
- . GTM-57677. GTN-61623. GTN-62137 1
' E C E t V E bu
- 5. AFFmvAL SIcatt.mES: JCG/59f 12-8-82 A. CRIGINAICR: ,
, CATE M ~ 8 - 4 2 B. CESICT RGRESi2C'ATIVE j. fJM cxrg /2-8-8 2.
- 6. VENEER ':"3.ANSMITIAL REX:UIRED: 'fES Y.*/. NO
- 7.
- S'DNCARD DISTRI2CTOI:
t s"
.W S (Cri9ina.l.) (1) B.F. Jones-Procurement (2) CCA e 11-80 p) y Cuality #nginear4ng IS f=r Orig. Cesign (lI 3 ;c:ua. cev ,%
West.d., @ cuse-Site (1).
Civil Engineering ..
(1) ..
r "y
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.9 C A 15,222 Sj;Y. 3 f .3
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A PPEND \X 6 .
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[2."1 NU' ALLOWABLE- LCAD CN\TY.RR FOR- ,b-AW .:s% g 6svuen
, g, v; - M ggog , c.0-lH AMcHc R BOLTS
. . ;. . ? .
Wanj' ,f*
. .. >.x,:. ...--
- a. . . . 1.. . .,:;.. ., . .- .. w.~ g:
0 ;.7'T,' ..
. i.;
"~' '- . For a. single grout-in
- bWt healled'"'E ' ' .. .......
. 'accordance with procedura set forth in CP-EI-13.0-3-Rev.1,
-~..>
- allowable load
. ,c:,.criteria is as follows: . . .sy . . . . . , . . -y;
.w --.n.
Ni' .:,e.1! Allowable Tensile capacity -
. .~.
'P '- ~
R
~
~ #k Mime"a) Ulti: sate load condition - 105. Kips
.[ . [ .
, !'E. u.e 4..b).
, . :. 9
. . Working 1 cad condition
.p..... -
- .;c.:. .
. . 66. Kipe ....t .M. e.-
q.. .,.. Jr*-..G-JfF
- .4 F" ""M
~
y ag.s. ,
... . , . , ,.. ... ,.a. .
- W. ' '
..;T.; w'25 Allowable Shear capacity -
. .... ...,.v.
. I u.; . ':
..'.,,~5, u.-
,.4.; .
M ,.: g Fi'T ;
' 7(st'fa)..
. ... i:,G. .- Ultimate lcad condition - 69 Kips ,~g,,:.;,,.;
- 9;
- ..J.lOvi.
. .; r. . ."..
- . ..r.,.!,eb)1 s. Working load. condition - 3 4.5 Kips ; *
- 3P..-"; 9 . W?"
- c. y .:(: . W-;<.,,, :
< s. . .
.13.". Combined Tension & Shear f ,* *e .. ..
.~^. '
4/.
. i "": *9 ' .:V
... .[:~..,
.. a) .Ulti= ate.e Icad
.... condition ~
dtz- ;j'y , y p
- i. . . 172 -
~ ,y..
s;,
. '# .' .?7TKai 4TKsi N 1.405 in.2(Tensile. stress area of 1 9-A193 h= ,
),:..
, , - b) . Working load. condition -
~,; :g .
. 4 d/P :. -T
+ .-7 1.405 in.2 9
..,47Kai 24.5Kai
- . . .Ma.ma a m M:a c.- -.. ' ' '
' 8~ ~ ' ' ""v?. "
/....
V $4
'~
, Use allowables for emergency / faulted given for ultimate load condition when designing design is based on norm (al/ service upsetlevel Cso) icada and when
- t. .
. use.allowables given for working(service load condition. level Asa) loads The above criteria can be used for a group of 4 bolts and 6 bolts in a 2'-9" min. concrete thickness, provided a
N-
for 6 boltspacing patternof is 14 in, for 4-bolt pattern and la in.
maintained.
In the event of, a) overlapping due to another anchor of a near-by support b) edge distance effect due to p cximity of opening etc. above criteria cannot be applied directly.
Such situations should then be independently exar.ined on a case by case basis.
s
. y
.sa-
. /. .. ,...* *v
4 f
i .
j- SEISMIC DESIGN CRITERIA FOR I A- l R3 CABLE TRAY HANGERS l
4 4
i 6
I, l l
! l i
i
> t APPENDIX 3 !
l (DELETED) A i
DATA TRANSFERRED TO APPENDIX 2.
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1477s k
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SEISMIC DESIGN CRITERIA FOR SAG.CP4 l
. CABLE TRAY HANGERS lR3 O
APPENDIX 4 Maximum longitudinal Cable Tray Support Span O
Note This is a Gibbs & Hill document incorporated in the design criteria without any changes 1477m
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